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City Council Agenda Packet 11-28-2022AGENDA REGULAR MEETING — MONTICELLO CITY COUNCIL Monday, November 28, 2022 — 6:30 p.m. Mississippi Room, Monticello Community Center SPECIAL CITY COUNCIL MEETING Academy Room, Monticello Community Center 4:30 p.m. Oath of Office - Lee Martie 4:35 p.m. Budget Discussion 4:45 p.m. Direction on Downtown Roadway & Pedestrian Improvements Mayor: Lloyd Hilgart Council Members: Bill Fair, Charlotte Gabler, Lee Martie, Sam Murdoff 1. General Business A. Call to Order & Pledge of Allegiance B. Approval of Agenda — Councilmembers or the City Administrator may add items to the agenda for discussion purposes or approval. The City Council may or may not take official action on items added to the agenda. C. Approval of Meeting Minutes • Special Meeting Minutes from October 24, 2022 • Regular Meeting Minutes from October 24, 2022 • Special Meeting Minutes from November 14, 2022 • Regular Meeting Minutes from November 14, 2022 • Special Meeting Minutes from November 16, 2022 D. Citizen Comments — Individuals may address the City Council about any item not contained on the agenda. Each speaker will be allotted three minutes with a maximum of five speakers. The Mayor may allow for additional time and/or speakers. The City Council generally takes no official action of items discussed, except for referral to staff for future report. E. Public Service Announcements • City Announcements F. Council Liaison Updates • EDA G. Department Updates • Library Update 2. Consent Agenda —All items listed on the Consent Agenda are considered standard or may not need discussion prior to approval. These items are acted upon by one motion unless a councilmember, the city administrator, or a citizen requests the item be removed from consent for additional discussion. A. Consideration of approving payment of bills B. Consideration of approving new hires and departures for City departments C. Consideration of approving the sale/disposal of surplus city property D. Consideration of adopting Resolution 2022-130 accepting a donation of $2,000 from Riverwood Bank for the Fire Department Consideration of approving the 2023 City Seasonal and Part -Time Pay Scale F. Consideration of approving the negotiated Labor Agreement between the City of Monticello and the International Union of Operating Engineers, Local 49 for January 1, 2023 to December 31, 2025 G. Consideration of approving a contract with Monticello Township for 2023-2027 fire protection services H. Consideration to adopt Resolution 2022-131 approving a Preliminary Plat and Final Plat and Development Contract for Wiha Addition, a Proposed Plat Located in the Industrial Business Campus (IBC) District and to approve Design and Construction Costs for Trunk Watermain estimated at $297,320.00. Applicant: Willi Hahn Corporation/Kinghorn Construction, o/b/o Wiha Tools Consideration of approving a two-year contract with a one-year extension option to RES Specialty Pyrotechnics for the Riverfest fireworks display for a total of $30,000 Consideration of authorizing the purchase of a half -ton truck for a not to exceed amount of $50,000 for the Building Department K. Consideration of approving plans and specifications and authorizing for advertisement of bids for the School Boulevard Safe Routes to School project 2A. Consideration of items removed from the consent agenda for discussion 3. Public Hearings A. Consideration of adopting Resolution 2022-132 approving vacation of drainage and utility easements as legally described for Lots 9-13, Lauring Hillside Terrace 4. Regular Agenda A. Consideration of authorizing Oertel Architects to provide professional services for the construction of a new public works facility REGULAR MEETING — MONTICELLO CITY COUNCIL Monday, October 24, 2022 — 6:30 p.m. Mississippi Room, Monticello Community Center Present: Lloyd Hilgart, Bill Fair, Charlotte Gabler and Sam Murdoff Absent: None. 1. General Business A. Call to Order & Pledge of Allegiance Mayor Hilgart called the meeting to order at 6:30 p.m. B. Approval of Agenda Councilmember Gabler moved approval of the agenda with the addition of 2N. Councilmember Fair seconded the motion. Motion carried unanimously. C. Approval of Meeting Minutes • Regular Meeting Minutes from October 10, 2022 Councilmember Gabler moved approval of the minutes. Councilmember Murdoff seconded the motion. Motion carried unanimously. D. Citizen Comments None. E. Public Service Announcements Haley Foster, Communications Coordinator, gave an update on the following: • Downtown Trick or Treat — October 27 • Bertram Boo Tacular — October 29 • Fall Leaf Pick Up — October 29 • Winter Coat Drive • Fall Wine Sale — November 4 - 20 Jennifer Schreiber, City Clerk, noted the November 8, 2022 General Election. F. Council Liaison Updates • EDA — Mayor Hilgart provided an update of the EDA meeting held on October 12. The board considered the following: 1) amendment loan agreement with Due North carwash; 2) purchase agreement for Moon Motors Fallon Ave. parcel; 3) Right of Entry 7t" Street West; 4) option City Council Minutes: October 24, 2022 Page 1 1 5 agreement with Washburn; and 5) pre -development agreement with Moon Motors in Otter Creek. • MOAA - • 1-94 Coalition • Planning Commission Recodification Update —Council member Gabler and Angela Schumann, Community Development Director, provided an status on the update of the current Zoning Code. G. Department Updates • IT Update—Trevor Mack provided an annual update on the IT Department. • Let's Chalk Recap — Haley Foster introduced the item, thanked volunteers and sponsors, and played a short video of the event. Mayor Hilgart thanked everyone for their efforts on the successful event. Tom Pawelk, Parks & Recreation Director, praised the event and the positive feedback that the City received on the event. 2. Consent Agenda: Councilmember Fair moved approval of the agenda with the addition of 2N. Councilmember Murdoff seconded the motion. Motion carried unanimously. A. Consideration of approving the payment of bills. Action taken: Approved the bill and purchase card registers for a total of $1,108,335.00. B. Consideration of approving new hires and departures for City departments. Action taken: Approved the hires for DMV, MCC and Water and departures for MCC. C. Consideration of approving the sale/disposal of surplus city property for the Street Department. Action taken: No report this cycle. D. Consideration of adopting Resolution 2022-112 accepting donations from various businesses for radio ads (value of $4,180) for Monticello Let's Chalk event and a donation from WSB of $61.25 for ticket for Community Development Director to attend MN Chamber Women in Business event. Action taken: Resolution 2022-112 was adopted. E. Consideration of adopting Resolution 2022-113 declaring a vacancy on the City Council. Action taken: Resolution 2022-113 was adopted. City Council Minutes: October 24, 2022 Page 2 1 5 Consideration of calling for special meeting on Thursday, December 29, 2022 at 7:30 a.m. for approval of bills. Action taken: Special meeting was set for December 29, 2022. G. Consideration of approving a charitable gambling permit for Sand Dunes Gobblers — NWTF for an event to be held at River City Extreme on March 4, 2023. Action taken: Permit was approved. H. Consideration of adopting Resolution 2022-114 approving Minnesota Investment Fund (MIF) Loan Agreement with Willi Hahn Corporation dba Wiha Tools in the amount of $220,000. Action taken: Resolution approving the MIF Load Agreement was adopted. Consideration of adopting Resolution 2022-115 calling for a public hearing on November 28, 2022 for vacation of drainage and utility easements on Lots 9-13, Block 2, Lauring Hillside Terrace. Petitioner: Willi Hahn Corporation. Action taken: Resolution 2022-115 calling for a public hearing was adopted. Consideration of adopting Resolution 2022-119 authorizing a transfer of Development Contract for the Twin Pines First Addition from Kjellbergs inc. to Apartments Monticello LLC and approving a PUD adjustment for Twin Pines first Addition, including related amendments to the Development Agreement for Twin Pines First Addition. Action taken: Resolution was adopted based on findings in said resolution and subject to conditions in Exhibit Z. K. Consideration of authorizing a Right of Entry for City -owned parcel Outlot B of Jefferson Commons for the purpose of general site investigation. Action taken: Authorized the Right of Entry. L. Consideration of approving amendments to the Monticello Zoning Ordinance related to Industrial Zoning Districts. Applicant: City of Monticello. Action taken: Adopted Ordinance 791 approving amendments based on findings in Planning Commission Resolution PC -2022-48. M. Consideration of approving the purchase of 20 spin bikes from Sourcewell Cooperative Purchasing Contract with Johnson Fitness and Wellness for $36,700, less a $1,900 trade-in value of the existing spin bikes. Action taken: Approved the purchase and trade-in. N. Consideration of approving a contract with Mid -Minnesota Hot Mix for the completion of remaining punch list items for Haven Ridge (First Addition). Action taken: Approved the contract with Mid -Minnesota Hot Mix for the completion City Council Minutes: October 24, 2022 Page 3 1 5 of remaining punch list items for Haven Ridge First Addition if the developer fails to confirm a contract in place and in consultation with the City Attorney. 3. Public Hearings: A. PUBLIC HEARING: Consideration of adopting Resolution 2022-116 approving an assessment roll for delinauent miscellaneous accounts to be certified to the County Auditor for 2023 payable tax year Sarah Rathlisberger, Finance Director, introduced the item and noted that there is one outstanding account. Accounts must be paid by November 23 to not be assessed. Mayor Hilgart opened the public hearing. No one testified. Mayor Hilgart closed the public hearing. Councilmember Gabler moved to adopt Resolution 2022-116 approving assessment roll for delinquent miscellaneous accounts to be certified to the County Auditor for 2023 payable tax year. Councilmember Fair seconded the motion. Motion carried unanimously. B. Consideration of adogtine Resolution 2022-117 aDDrovine an assessment roll for delinquent utility accounts to be certified to the County Auditor for the 2023 payable tax year Sarah Rathlisberger introduced the item and noted that there are 245 delinquent utility billing accounts with a total of $169,244.15. Delinquent accounts must be paid by November 23 to not be assessed. Mayor Hilgart opened the public hearing. No one testified. Mayor Hilgart closed the public hearing. Councilmember Gabler moved to adopt Resolution 2022-117 approving the assessment roll for delinquent utility accounts to be certified to the County Auditor for the 2023 payable tax year. Councilmember Murdoff seconded the motion. Motion carried unanimously. C. Consideration of adopting Resolution 2022-118 approving assessments for the 2022 Street and Sidewalk Improvements Projects, City Project 22COO1 Matt Leonard, City Engineer/Public Works Director, presented the item and noted that the project is substantially complete. He reviewed the project areas for both street and sidewalk, the scope of the project, and assessment methods for street and sidewalk. The final street assessment was less than projected. Mayor Hilgart opened the public hearing. The following individual testified: City Council Minutes: October 24, 2022 Page 4 1 5 Korben Kersten, 2495 Briar Oaks Blvd., addressed his concerns about the street improvement. Mr. Kersten noted concern about the depth of the manholes, the filling in of potholes and the pooling of water around the curbing. Mr. Leonard noted that staff will inspect the noted concerns. Mayor Hilgart closed the public hearing. Councilmember Gabler moved to adopt Resolution 2022-118 approving assessments for the 2022 Street and Sidewalk Improvements Projects, City Project 22C001. Councilmember Fair seconded the motion. Motion carried 3-1; Councilmember Murdoff abstained as he owns a parcel on assessment list. 4. Regular Agenda: A. Consideration of adopting the annual Snowplowing and Ice Removal Policy for the 2022-2023 snow season Matt Leonard introduced the policy for the upcoming snow season. The policy was amended and shortened slightly to be more concise. The primary change to the policy related to winter parking restrictions. On -street parking restrictions (from November to April) was replaced by allowing parking unless the City declared a snow event when accumulative snow or ice is predicted. Mr. Leonard noted that staff will monitor the process this year. There was minimal discussion. Councilmember Murdoff moved to adopt the annual Snowplowing and Ice Removal Policy for 2022-2023 snow season. Councilmember Fair seconded the motion. Motion carried unanimously. 5. Adjournment: The meeting was adjourned at 7:38 p.m. Recorder: Jennifer Schreiber Approved: Attest: City Administrator City Council Minutes: October 24, 2022 Page 5 1 5 MINUTES MONTICELLO CITY COUNCIL BUDGET WORKSHOP Monday, October 24, 2022 — 5:30 p.m. Academy Room, Monticello Community Center Present: Bill Fair, Charlotte Gabler, Lloyd Hilgart, Sam Murdoff Absent: None Staff: Rachel Leonard, Sarah Rathlisberger, Tom Pawelk, Matt Leonard, Angela Schumann, Jim Thares and Jennifer Schreiber 1. Call to Order Mayor Lloyd Hilgart called the special meeting to order at 5:30 p.m. 2. Pointes at Cedar Timeline Discussion Rachel Leonard, City Administrator, introduced the item and noted that staff is looking for direction on next scope of Pointes at Cedar and timing of future phases. Staff reviewed project purpose and approach, its progress, and recommended next steps. Angela Schumann noted that staff's recommendation is to continue with baseline improvements for Phase 1 and 2 and presented a timeline. Timeline included the completion of final grading plan in 2022-2023, prepare plans & specifications in 2023, modify WSB contract in 2023, land acquisition in 2023-2024, and baseline phase for construction in 2024. There was minimal discussion and consensus by City Council for the recommended timeline above of final grading plan in 2022-2023, prepare plans & specifications in 2023, modify WSB contract in 2023, land acquisition in 2023-2024, and baseline phase for construction in 2024 3. Adjournment By consensus, the meeting was adjourned at 6:15 p.m. Recorder: Jennifer Schreiber Approved: Attest: City Council Special Meeting Minutes — October 24, 2022 City Administrator MINUTES MONTICELLO CITY COUNCIL SPECIAL JOINT MEETING Monday, November 14, 2022 — 4:30 p.m. Academy Room, Monticello Community Center Present: Bill Fair, Charlotte Gabler, Lloyd Hilgart, Sam Murdoff Absent: None Staff: Rachel Leonard, Sarah Rathlisberger, Tom Pawelk, Matt Leonard, Angela Schumann, Jim Thares and Jennifer Schreiber Others: ISD 882: Board Members Candace Carda, Melissa Curtis, Jeff Hegle, Jennifer Lewis Kannegieter, Community Education Director Jeremiah Mack, Superintendent Eric Olson, Communications Director Clay Sawatzke, Director of Business Services Tina Burkholder 1. Call to Order Mayor Lloyd Hilgart called the joint meeting to order at 4:30 p.m. 2. City Council & ISD 882 School Board Discussion Tom Pawelk, Parks & Recreation Director, presented possible areas of collaboration between the City and the school when looking at areas of Park & Recreation. The first phase of collaboration will focus on a Comprehensive Park and Recreation System Needs Assessment for the City of Monticello and Monticello School District. Mr. Pawelk noted the project scope and tasks that will be included in the needs assessment. He also reviewed community outreach aspects of the assessment, along with deliverables. Staff requested from the group some direction on proceeding with an RFP for a consultant to complete a community needs assessment. Criteria for evaluation of consultants was included in the presentation. There was consensus of the City Council and School Board to release the RFP for shared comprehensive needs assessment and to have the proposed steering committee recommend a consultant. The recommendation will be brought back to a joint meeting of the City Council and School Board for approval. The RFP was scheduled to be due December 22, 2022. 3. Adjournment By consensus, the meeting was adjourned at 6:15 p.m. Recorder: Jennifer Schreiber Approved: City Council Special Meeting Minutes — November 14, 2022 Attest: City Council Special Meeting Minutes — November 14, 2022 City Administrator REGULAR MEETING — MONTICELLO CITY COUNCIL Monday, November 14, 2022 — 6:30 p.m. Mississippi Room, Monticello Community Center Present: Lloyd Hilgart, Bill Fair, Charlotte Gabler and Sam Murdoff Absent: None. 1. General Business A. Call to Order & Pledge of Allegiance Mayor Hilgart called the meeting to order at 6:30 p.m. B. Approval of Agenda Councilmember Gabler moved approval of the agenda. Councilmember Murdoff seconded the motion. Motion carried unanimously. C. Citizen Comments None. D. Public Service Announcements Haley Foster, Communications Coordinator, gave an update on the following: • Winter Coat Drive • Fall Wine Sale • Thanksgiving Business Hours • MCC — Kid's Lifting Certification • MCC — Holiday Art Crawl & Sale • MCC — Indoor Farmers Market • MCC — Winter Swimming Lessons E. Council Liaison Updates • EDA — Councilmember Gabler provided an update on meeting held November 9 on the following: land purchase option agreement with Washburn Computer Group; Fagade Improvement funding program; TIF - Headwaters Development; and update on projects and prospects. • Planning Commission — Councilmember Gabler noted that there was one public hearing on Preliminary and Final Plat for Wiha Tools Addition, a CUP extension, and EDA land acquisition. G. Department Updates City Council Minutes: November 14, 2022 Page 1 1 6 • Wright County Sheriff's Office Quarterly Update - Sergeant Rob Gongoll presented the WCSO quarterly report. • FiberNet (Arvig) Quarterly Update - Mark Birkholz, Arvig, provided the quarterly report. 2. Consent Agenda: Councilmember Murdoff moved approval of the consent agenda. Councilmember Gabler seconded the motion. Motion carried unanimously. A. Consideration of approving the payment of bills. Action taken: Approved the bill and purchase card registers for a total of $1,392,398.32. B. Consideration of approving new hires and departures for City departments. Action taken: Approved the hires for Finance, Hi -Way Liquors, and MCC and departures for Hi -Way Liquors, MCC< and Parks. C. Consideration of approving the sale/disposal of surplus city property for the Street Department. Action taken: No report this cycle. D. Consideration of adopting Resolution 2022-121 accepting donations. Action taken: Resolution 2022-121 was adopted. E. Consideration of approving a contract with the Wright County Assessor's Office for 2024-2025 assessing services. Action taken: Contract was approved. F. Consideration of amendment to Law Enforcement Contract between Wright County and City of Monticello. Action taken: Contract amendment was approved. G. Consideration of adopting Resolution 2022-120 authorizing the preparation of a feasibility report and approval of a contract amendment with WSB to provide additional engineering services for the Pinewood Elementary Safe Routes to School Project for a cost of $6,000. Action taken: Resolution 2022-120 was adopted. H. Consideration of authorizing two-year contract with Jake's Excavating to provide excavation services Riverside Cemetery. Action taken: Contract with Jake's Excavating was approved. Consideration of approving a funding and construction agreement between Wright County and the City of Monticello for Broadway West Street Improvements. Action taken: The funding and construction agreement with Wright County was approved. City Council Minutes: November 14, 2022 Page 2 1 6 Consideration of adopting Ordinance approving amendment to Chapter 70 of Code of Ordinances to include updates in accordance with the Snowplowing & Ice Removal Policy. Action taken: Adopted Ordinance 792 amending Chapter 70. K. Consideration of adopting Resolution 2022-123 supporting an application to the Corridors of Commerce Program for improvements for the 1-94 Gap project. Action taken: Resolution 2022-123 was adopted. Consideration of adopting Resolution 2022-124 accepting public improvements for Edmonson Ridge. Action taken: Resolution 2022-124 was adopted. M. Consideration of adopting Resolution 2022-125 accepting public improvements for Featherstone 51h Addition. Action taken: Resolution 2022-125 was adopted. N. Consideration of approving the purchase of a new 2023 John Deere 624P front- end loader with plow equipment from RDO Equipment Co. for $188,704, auto - lube system from Lubecore MN for $9,200 and cutting edges from Kris Engineering, Inc. for $3,957.64 for a total cost of $201,861.64 and declaring the 2003 Case 721 and 2007 Case 621 as surplus which are included as trade-ins. Action taken: Approved purchase of front-end loader with plow equipment, auto -lube system, and cutting edges and approved surplus property as trade- ins. O. Consideration of approving a contract with Delta -Modular Company for the extraction of materials. Action taken: Contract was approved. P. Consideration of approving a purchase agreement for a portion of Outlot B of Jefferson Commons (155-164-00020) and consent to plat Jefferson Commons 4th Addition including Outlot B. Action taken: Purchase agreement was approved. Q. Consideration of Resolution 2022-126 calling for public hearing on December 12, 2022 for vacation of drainage and utility easements as legally described for Outlot B, Jefferson Commons and Lot 2, Block 1, Jefferson Commons 1St Addition. Applicant: City of Monticello and Robbins Living Trust. Action taken: Resolution 2022-126 was adopted, and public hearing was set for December 12, 2022. R. Consideration of adopting Resolution 2022-129 approving an Assignment and Assumption of Development Contract and Planned Unit Development Agreement for Country Club Manor Second Addition to CHC Monticello Townhomes LLC. Action taken: Resolution 2022-129 was adopted approving assignment and assumption of Development Contract and PUD Agreement for City Council Minutes: November 14, 2022 Page 3 1 6 Country Club Manor Second Addition for the twin home portion of the development to CHC Monticello Townhomes LLC. Consideration of approving a request for a one-year extension of a Conditional Use Permit for a Group Residential Facility, Multi -Family in an R-2 (Single and Two -Family) Residential District. Applicant: James & Yassa Kimber. Action taken: One-year extension of Conditional Use Permit was approved for up to 12 persons in an R-2 Residential District as approved on November 22, 2021, subject to the original conditions of approval. T. Consideration of approving a PUD Adjustment to the Union Crossing PUD affecting Target with changes to parking, pick-up locations, and signage. Applicant: Grant Eggan (Kimley Horn)/Target Corporation. Action taken: PUD adjustment was approved subject to findings in said resolution and contingent on the conditions in Exhibit Z. U. Consideration of adopting Summary Ordinance 791A for amendments to Monticello Zoning Ordinance as related to Industrial District and Use Standards, and Corrective Ordinance 791 for correction to ordinance amendment for Chapter 4, Section 11— Building Materials. Action taken: Corrective Ordinance 791 and Summary Ordinance 791A were adopted. 3. Public Hearings: 4. Regular Agenda: A. Consideration of adopting Resolution 2022-127 canvassing the 2022 General Election results Jennifer Schreiber, City Clerk, introduced the election results and the resolution canvassing the results. There was minimal discussion. Councilmember Fair moved to adopt Resolution 2022-127 canvassing the 2022 General Election results. Councilmember Murdoff seconded the motion. Motion carried unanimously. B. Consideration of filling vacant City Council seat Jennifer Schreiber introduced the item and noted that the City Council seat was vacated on October 24 and the options for filling the seat. The options include nominating a resident for appointment or directing staff to solicit applications. Mayor Hilgart recommended that the City Council appoint Lee Martie who ran City Council Minutes: November 14, 2022 Page 4 1 6 for City Council and took third place. Councilmembers Fair and Gabler concurred. Councilmember Murdoff noted that he preferred staff to solicit applications. Mayor Hilgart moved to appoint Lee Martie to the vacant City Council position for term to commence November 28, 2022 and expire December 31, 2024. Councilmember Fair seconded the motion. Motion carried 3-1; Councilmember Murdoff voted against for reason listed above. C. Consideration of aDDointine Citv Councilmember as interim member of the Monticello Orderly Annexation Agreement Board Jennifer Schreiber reviewed the item and noted that the City Council seat on the MOAA was vacated with former Councilmember Davidson's resignation. There is a need for a councilmember to attend the next MOAA on December 14, 2022. Mayor Hilgart moved that Councilmember Murdoff serve on the MOAA for the December meeting. Councilmember Gabler seconded the motion. Motion carried unanimously. D. Consideration of adopting Resolution 2022-122 authorizing the preparation of a Feasibility Report for the Downtown Roadway and Pedestrian Improvements Project and approving a contract amendment with Bolton and Menk, Inc. for a total of $459,327 Matt Leonard, City Engineer/Public Works Director, presented the item and noted that it is being brought forward to include Wright County's pavement preservation project of CSAH 75 (Broadway Street) in 2023. Having both projects under one contractor will allow for the City to better coordinate design and construction of the Walnut Street area and Block 52 with the Broadway Street improvements. Staff negotiated with Bolton and Menk to negotiate a contract amendment to include the scope of work as part of their Downtown Roadway and Pedestrian Improvement Project efforts. Also impacting the agreement were adjustments to the design scope. Mr. Leonard presented a list of required items to include in the project, including additional services for design of the public right-of-way surrounding the block, and recommended proceeding with approving the additional engineering services. The Council discussed the items and had general questions of what is included in the project cost. Councilmember Murdoff questioned why the City wouldn't go back out to bid on project to save on the cost. Matt Leonard that the reason to combine the county project into the City's plan was to have the project be City Council Minutes: November 14, 2022 Page 5 1 6 completed by one contractor and if it went out to bid it would allow for multiple contractors. Councilmember Murdoff also questioned why the sidewalk on North Broadway doesn't go to Sandy Lane. Mr. Leonard responded that the properties have access to lower volume road and access to sidewalk. Councilmember Gabler moved to adopt Resolution 2022-122 authorizing the preparation of a Feasibility Study for the Downtown Roadway and Pedestrian Improvement Project and approving a contract amendment with Bolton and Menk, Inc. in the amount of $459,327. Councilmember Fair seconded the motion. Motion carried unanimously. 5. Adjournment: The meeting was adjourned at 7:34 p.m. Recorder: Jennifer Schreiber Approved: Attest: City Administrator City Council Minutes: November 14, 2022 Page 6 1 6 MINUTES MONTICELLO CITY COUNCIL SPECIAL MEETING Wednesday, November 16, 2022 — 5 p.m. Monticello Community Center Present: Bill Fair, Charlotte Gabler, Lloyd Hilgart, Sam Murdoff Absent: None Staff: Matt Leonard, Rachel Leonard, Tom Pawelk, Sarah Rathlisberger, Angela Schumann, Mike Haaland and Jennifer Schreiber 1. Call to Order Mayor Lloyd Hilgart called the special meeting to order at S p.m. 2. Architect Interviews for Proposed New Public Works Facility Matt Leonard, City Engineer/Public Works Director, briefly summarized the process to this point. This fall staff issued a Request for Proposals for architectural services for the proposed new Public Works Facility. Nine proposals were received and evaluated by staff. Three firms were selected to be interviewed. The firms interviewed were Oertel Architects, HCM Architects, and Widseth. Each firm provided a presentation highlighting their qualifications and ability to provide the requested services for the new Public Works Facility followed by a question/answer period. Following the presentations, City Council and staff discussed the strengths of each of the firms. There was agreement that each firm was qualified to complete the work but consensus to move forward with Oertel Architects. Official action for architect selection will take place at the November 28, 2022 City Council meeting. 3. Adjournment By consensus, the meeting was adjourned at 8:40 p.m. Recorder: Jennifer Schreiber Approved: Attest: City Council Special Meeting Minutes — November 16, 2022 City Administrator City Council Agenda: 11/28/2022 2A. Consideration of approving payment of bills Prepared by: Meeting Date: ® Consent Agenda Item Finance Director 11/28/2022 ❑ Regular Agenda Item Reviewed by: Approved by: N/A City Administrator ACTION REQUESTED Motion to approve the bill and purchase card registers for a total amount of $427,321.73. REFERENCE AND BACKGROUND City staff submits the attached bill registers and purchasing card registers for approval by Council. The bill registers contain all invoices processed and the purchasing card registers contain all card purchases made since the last Council meeting. Subject to MN Statutes, most invoices require Council approval prior to releasing checks for payment. The day following Council approval, payments will be released unless directed otherwise. A credit purchasing agreement and policy was approved by Council initially and card purchases must comply with the policy. If Council has no questions or comments on the bill and purchase card registers, these can be approved with the consent agenda. If requested, this item can be removed from consent and discussed prior to making a motion for approval. Budget Impact: N/A II. Staff Workload Impact: No additional work. III. Comprehensive Plan Impact: N/A STAFF RECOMMENDED ACTION City staff recommends approval of bill and purchase card registers as presented. SUPPORTING DATA • Bill registers and purchase card registers Accounts Payable CITY' OF Computer Check Proof List by Vendor Moiiii6effo User: Julie.Cheney Printed: 11/22/2022 - 3:1OPM Batch: 00204.11.2022 - 204.11.2022 AP Invoice No Description Amount Payment Date Acct Number Reference Vendor: 2925 1 ST LINE/LEEWES VENTURES LLC Check Sequence: 1 ACH Enabled: False 143888 Flavored Syrups for Concession (4) 442.25 11/29/2022 226-45125-425410 Check Total: 442.25 Vendor: 5660 ABSOLUTE PRINT GRAPHICS Check Sequence: 2 ACH Enabled: False 60472 UB November Invoices (3841) Print, Fold, Stuff 1,167.05 11/29/2022 601-49440-431800 60472 UB November Invoices (3841) Print, Fold, Stuff 1,167.04 11/29/2022 602-49490-431800 60472 UB November CityAnnoucements (3850) 1,039.23 11/29/2022 101-41310-443990 Check Total: 3,373.32 Vendor: 6129 CHRISTINE ALBERTS Check Sequence: 3 ACH Enabled: True 11/19/2022 Mileage Reimbursement (21.7 miles) 13.56 11/29/2022 653-41990-433100 Check Total: 13.56 Vendor: 4303 ALDEN POOL & MUNICIPAL SUPPLY CO Check Sequence: 4 ACH Enabled: False 20220519 GLD 30 Gas Leak Detector Duel Point 2,010.50 11/29/2022 601-49440-424100 Check Total: 2,010.50 Vendor: 1021 AME RED E MIX INC Check Sequence: 5 ACH Enabled: False 143618 (2) cy - R00000 4000NF, (2)7300010 Ultra FIbe 314.00 11/29/2022 101-45201-421990 Check Total: 314.00 Vendor: 5871 APOLLO PLUMBING INC. Check Sequence: 6 ACH Enabled: False 10723 Demo piping in Parks Bldg 4,290.00 11/29/2022 701-00000-440100 Check Total: 4,290.00 Vendor: 3491 ARTISAN BEER COMPANY Check Sequence: 7 ACH Enabled: False 3571400 resale-beer 55.40 11/29/2022 609-49750-425200 AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 1 Invoice No Description Amount Payment Date Acct Number Reference 3571834 Resale- Wine 166.20 11/29/2022 609-49750-425300 3571835 Resale - Beer 55.40 11/29/2022 609-49750-425200 3572473 Resale - Beer 43.00 11/29/2022 609-49750-425200 Check Total: 320.00 Vendor: 4502 ARVIG Check Sequence: 8 0002697713 003 Managed IT Services - Nov 2022 66.30 11/29/2022 702-00000-431990 330554 FNM Expenses - Buried Drops 9,300.00 11/29/2022 656-49877-440100 330554 FNM Expenses 13,132.05 11/29/2022 656-49877-422990 Check Total: 22,498.35 Vendor: 1062 BEAUDRY OIL COMPANY Check Sequence: 9 2177574 Unleaded Fuel (607.40) @ 2.9050 1,937.61 11/29/2022 101-43120-421200 2177575 (609.90) ULS2 Dyed Kodiak Winter B5 2,818.35 11/29/2022 101-43120-421200 Check Total: 4,755.96 Vendor: 1065 BELLBOY CORPORATION Check Sequence: 10 0097318800 resale -liquor 4,954.85 11/29/2022 609-49750-425100 009735500 resale -liquor 4,971.34 11/29/2022 609-49750-425100 009735500 resale -wine 56.00 11/29/2022 609-49750-425300 0097409500 Freight 56.10 11/29/2022 609-49750-433300 0097409500 Resale- Liquor 4,229.10 11/29/2022 609-49750-425100 0097440800 Resale- Liquor 7,747.38 11/29/2022 609-49750-425100 0097440800 Freight 75.90 11/29/2022 609-49750-433300 0106025300 (500) Bag #12 X-hcy 60# 175.00 11/29/2022 609-49754-421990 0106025300 resale -bitters, grenadine 270.60 11/29/2022 609-49750-425400 0106025300 resale -mix 187.15 11/29/2022 609-49750-425500 0106025300 resale -freight 2.91 11/29/2022 609-49750-433300 Check Total: 22,726.33 Vendor: 1067 BERNICK'S Check Sequence: 11 10012734 Resale -beer 1,909.40 11/29/2022 609-49750-425200 10012735 Resale - pop 159.69 11/29/2022 609-49750-425400 10012736 Resale - Concession Pop/Water/Juice 478.13 11/29/2022 226-45125-425410 10015544 Resale - Beer 1,653.85 11/29/2022 609-49750-425200 10015544 Resale - misc tax 52.30 11/29/2022 609-49750-425400 10015545 Resale - Pop 16.53 11/29/2022 609-49750-425400 10015546 Resale - Concession Pop/Water/Juice/Gatorade 549.48 11/29/2022 226-45125-425410 6931014 Resale -beer credit -33.80 11/29/2022 609-49750-425200 ACH Enabled: True ACH Enabled: True ACH Enabled: True ACH Enabled: False AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 2 Invoice No Description Amount Payment Date Acct Number Reference AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 3 Check Total: 4,785.58 Vendor: 6092 BOGART, PEDERSON & ASSOCIATES, INC. Check Sequence: 12 ACH Enabled: False 17726 Locate & Mark Boundary, certificate of line stak 1,600.00 11/29/2022 213-46301-431990 Check Total: 1,600.00 Vendor: 1074 BOLTON AND MENK INC Check Sequence: 13 ACH Enabled: True 0299628 22C005 - Downtown Roadway & Pedestrian 8,883.00 11/29/2022 400-43300-459025 Check Total: 8,883.00 Vendor: 4328 BREAKTHRU BEVERAGE MN WINE & SPIF Check Sequence: 14 ACH Enabled: False 346490836 resale -Liquor 5,819.05 11/29/2022 609-49750-425100 346490836 resale -wine 1,140.64 11/29/2022 609-49750-425300 346490836 freight 96.94 11/29/2022 609-49750-433300 346592027 Resale - Liquor 4,748.90 11/29/2022 609-49750-425100 346592027 Resale - Wine 1,304.21 11/29/2022 609-49750-425300 346592027 Freight 65.33 11/29/2022 609-49750-433300 Check Total: 13,175.07 Vendor: 4929 BUREAU OF CRIMINAL APPREHENSION Check Sequence: 15 ACH Enabled: False 11/14/2022 Background check (1) 33.25 11/29/2022 653-41990-431990 Check Total: 33.25 Vendor: 1091 CAMPBELL KNUTSON PA Check Sequence: 16 ACH Enabled: True 2348-000OG 243 202242 - Twin Pines PUD - Oct 2022 240.00 11/29/2022 101-00000-220110 2348-000OG 243 22D003 - Block 52 - Oct 2022 176.00 11/29/2022 101-00000-220110 2348-000OG 243 22D005 - Jefferson Commons - Oct 2022 192.00 11/29/2022 101-00000-220110 2348-000OG 243 21D006 - Stony Brook Village - Oct 2022 80.00 11/29/2022 101-00000-220110 2348-000OG 243 Public Works Inspections/Ditch - Oct 2022 823.00 11/29/2022 101-43115-431990 2348-000OG 243 General Admin - Oct 2022 1,765.00 11/29/2022 101-41610-430400 2348-0065G 12 22D006 - Jefferson Commons Plat - Oct 2022 508.60 11/29/2022 101-00000-220110 2348-0067G Swan River 136.00 11/29/2022 226-45122-431990 2348-0148G 16C006 - Fallon Ave Condemnation 139.50 11/29/2022 400-43300-430400 2348-0175G 6 202222 - Haven Ridge 2nd Addition Plat - Oct 2 360.00 11/29/2022 101-00000-220110 2348-0178G 14 21D006 - Stony Brook Village Plat - Oct 2022 330.00 11/29/2022 101-00000-220110 Check Total: 4,750.10 Vendor: 4646 CAPITOL BEVERAGE SALES L.P. Check Sequence: 17 ACH Enabled: True AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 3 Invoice No Description Amount Payment Date Acct Number Reference 17440411 Resale - Credit Beer 2763135 resale -beer 2763135 resale -OJ 2763135 resale -wine 2766150 Resale -beer 2766150 Resale - Wine 2766150 Resale - Beer N/A 2766150 Resale - Juice 2766201 Resale - 2022 Stein (12) 609-49750-425200 Check Total: Vendor: 5812 CASTREJON INC 5726 misc repairs Featherstone 4th 171.13 Check Total: Vendor: 5608 CENTERPOINT ENERGY - check 11/10/2022 Refund Permit #2022-00859 609-49750-425500 Check Total: Vendor: 6130 CIVIL ENGINEERING SITE DESIGN LLC 11/17/2022 202220 - Escrow Refund 40,553.22 Check Total: Vendor: 1124 CREATIVE FORMS AND CONCEPTS INC 119632 A/P Checks (2,500) 119694 2022 Tax Forms - 1099s & Envelopes 360.00 Check Total: Vendor: 6032 CROSS CUT PROPERTY SERVICES 1309 Hillside Cemetery - Oct Mowing/Trimming 1309 Hillside Cemetery - Fall Leaf Cleanup 1310 Riverside Cemetery - Oct Mowing/Trimming 1310 Riverside Cemetery - Fall Leaf Clean up 44.20 Check Total: Vendor: 6131 MICHAEL CLUST CROWN CASTLE USA IN 11/17/2022 202150 - Planning Escrow Refund AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) -19.10 11/29/2022 609-49750-425200 13,164.92 11/29/2022 609-49750-425200 25.49 11/29/2022 609-49750-425500 50.00 11/29/2022 609-49750-425300 26,920.30 11/29/2022 609-49750-425200 12.50 11/29/2022 609-49750-425300 171.13 11/29/2022 609-49750-425400 47.98 11/29/2022 609-49750-425500 180.00 11/29/2022 609-49750-425400 40,553.22 Check Sequence: 18 ACH Enabled: False 360.00 11/29/2022 656-00000-165010 360.00 Check Sequence: 19 ACH Enabled: False 44.20 11/29/2022 101-42400-322110 44.20 Check Sequence: 20 ACH Enabled: False 242.80 11/29/2022 101-00000-220110 242.80 Check Sequence: 21 ACH Enabled: False 469.63 11/29/2022 101-41520-421990 69.60 11/29/2022 101-41520-421990 539.23 Check Sequence: 22 ACH Enabled: True 225.00 11/29/2022 101-45201-431050 605.00 11/29/2022 101-45201-431050 1,150.00 11/29/2022 215-49010-431050 3,500.00 11/29/2022 215-49010-431050 5,480.00 Check Sequence: 23 ACH Enabled: False 1,369.70 11/29/2022 101-00000-220110 Page 4 Invoice No Description Amount Payment Date Acct Number Reference AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 5 Check Total: 1,369.70 Vendor: 1129 DAHLHEIMER BEVERAGE LLC Check Sequence: 24 ACH Enabled: True 1775707 resale -beer 3,784.09 11/29/2022 609-49750-425200 1776530 resale -beer credit -751.40 11/29/2022 609-49750-425200 1778857 resale -beer 17,519.25 11/29/2022 609-49750-425200 1778864 Resale - Beer Credit -307.80 11/29/2022 609-49750-425200 1781301 Resale - Beer 2,772.20 11/29/2022 609-49750-425200 1781301 Resale - Beer N/A 289.70 11/29/2022 609-49750-425400 1784209 Resale - Beer Credit -474.00 11/29/2022 609-49750-425200 Check Total: 22,832.04 Vendor: 5201 DICK FAMILY, INC. Check Sequence: 25 ACH Enabled: True 1536822 resale -liquor 561.60 11/29/2022 609-49750-425100 1536822 resale -beer 1,738.75 11/29/2022 609-49750-425200 1540535 resale -liquor 280.80 11/29/2022 609-49750-425100 1540535 resale -beer 745.48 11/29/2022 609-49750-425200 Check Total: 3,326.63 Vendor: 1147 DOUBLE D ELECTRIC INC Check Sequence: 26 ACH Enabled: False 27126 Parks - installed shop miter saw 600.00 11/29/2022 701-00000-440100 27127 Parks -Removed existing exterior lighting and in 701.07 11/29/2022 701-00000-440100 Check Total: 1,301.07 Vendor: 5545 DRASTIC MEASURES BREWING, LLC Check Sequence: 27 ACH Enabled: True 2742 resale -beer 456.00 11/29/2022 609-49750-425200 Check Total: 456.00 Vendor: 6126 DREKKAR BREWING CO LLC Check Sequence: 28 ACH Enabled: False 15064 Resale- Beer 976.50 11/29/2022 609-49750-425200 Check Total: 976.50 Vendor: 6051 ADAM DUSZYNSKI Check Sequence: 29 ACH Enabled: True 11/15/22 reimburse - Lifeguard training Certificate - 2nd ( 50.00 11/29/2022 226-45124-433100 Check Total: 50.00 Vendor: 6052 GIANNA DUSZYNSKI Check Sequence: 30 ACH Enabled: True 11/15/22 Reimburse - Lifegaurd Training Certificate - 2nd 50.00 11/29/2022 226-45124-433100 AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 5 Invoice No Description Amount Payment Date Acct Number Reference Check Total: 50.00 Vendor: 1153 ECM PUBLISHERS INC Check Sequence: 31 920588 Fall Wine Sale A# 1269087 600.00 11/29/2022 609-49754-434990 Check Total: 600.00 Vendor: 2004 TRACY ERGEN Check Sequence: 32 11/16/2022 Mileage Reimbursement Elections pick up 11/3 20.75 11/29/2022 101-41410-433100 Check Total: 20.75 Vendor: 6128 RYLAN FEIERABEND Check Sequence: 33 11/21/2022 Lifeguard Training Reimbursement Qtr 2 50.00 11/29/2022 226-45124-433100 Check Total: 50.00 Vendor: 5535 BOB FERGUSON Check Sequence: 34 11/14/2022 (3) Snow brushes for Bldg Dept Vehicles 47.97 11/29/2022 101-42400-421990 Check Total: 47.97 Vendor: 2273 FIBERNET MONTICELLO - ACH Check Sequence: 35 11/08/2022 Nov 2022 - Phone - City Hall 684.18 11/29/2022 702-00000-432100 11/08/2022 Nov 2022 - Phone - MCC 533.73 11/29/2022 702-00000-432100 11/08/2022 Nov 2022 - Phone - Ballfields 19.38 11/29/2022 702-00000-432100 11/08/2022 Nov 2022 - Phone - DMV 289.94 11/29/2022 702-00000-432100 11/08/2022 Nov 2022 - Phone - Hi Way Liquor 341.56 11/29/2022 702-00000-432100 11/08/2022 Nov 2022 - Phone - Fire Hall 396.80 11/29/2022 702-00000-432100 11/08/2022 Nov 2022 - Phone - Public Works 1,270.90 11/29/2022 702-00000-432100 11/08/2022 Nov 2022 - Phone - Parks 111.96 11/29/2022 702-00000-432100 11/08/2022 Nov 2022 - Phone - Prairie Center 12.86 11/29/2022 702-00000-432100 11/08/2022 Nov 2022 - Internet - City Hall 248.90 11/29/2022 702-00000-432300 11/08/2022 Nov 2022 - Internet - MCC 10.00 11/29/2022 702-00000-432300 11/08/2022 Nov 2022 - Internet - DMV 89.90 11/29/2022 702-00000-432300 11/08/2022 Nov 2022 - Internet - Hi Way Liquor 45.95 11/29/2022 702-00000-432300 11/08/2022 Nov 2022 - Internet - Fire Hall 170.90 11/29/2022 702-00000-432300 11/08/2022 Nov 2022 - Internet - Animal Shelter 33.95 11/29/2022 702-00000-432300 11/08/2022 Nov 2022 - Internet - Public Works 53.95 11/29/2022 702-00000-432300 11/08/2022 Nov 2022 - Cable - Fire Hall 116.85 11/29/2022 101-42200-431990 11/08/2022 Nov 2022 - Cable - MCC 194.85 11/29/2022 226-45127-432500 11/08/2022 Nov 2022 - Data Hosting 500.00 11/29/2022 702-00000-431900 11/08/2022 Nov 2022 - Service Contract 250.00 11/29/2022 702-00000-431900 ACH Enabled: True ACH Enabled: True ACH Enabled: True ACH Enabled: True ACH Enabled: True AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 6 Invoice No Description Amount Payment Date Acct Number Reference 11/08/2022 Nov 2022 -Phone & Internet - Monti Arts 149.61 11/29/2022 101-45204-431990 Check Total: 5,526.17 Vendor: 1662 FLAHERTY'S HAPPY TYME COMPANY Check Sequence: 36 ACH Enabled: False 40098 resale -mixes 507.00 11/29/2022 609-49750-425500 Check Total: 507.00 Vendor: 6127 SYDNEY GASSER Check Sequence: 37 ACH Enabled: True 11/21/2022 Life Guard Training Cert Reimbursement Qtr 1 50.00 11/29/2022 226-45124-433100 Check Total: 50.00 Vendor: 1205 GRAINGER INC Check Sequence: 38 ACH Enabled: False 9509012424 Safety Relief Valve 364.42 11/29/2022 701-00000-421990 Check Total: 364.42 Vendor: 1223 HAWKINS INC Check Sequence: 39 ACH Enabled: True 6333775 chemical for city wells 1,417.66 11/29/2022 601-49440-421600 Check Total: 1,417.66 Vendor: 4650 JASEN HOGLUND Check Sequence: 40 ACH Enabled: False 011116 3" White #404 20.00 11/29/2022 602-49490-421990 Check Total: 20.00 Vendor: 6013 I.M.S. - INDUSTRIAL MAINTENANCE SUPP Check Sequence: 41 ACH Enabled: False 5710 (5) Catch Basin Repair 2,500.00 11/29/2022 652-49880-440990 Check Total: 2,500.00 Vendor: 5444 J & G HOLDINGS Check Sequence: 42 ACH Enabled: True Dec 2022 - Cleaning Fire/Law Enforcement 560.00 11/29/2022 701-00000-431100 Check Total: 560.00 Vendor: 1263 JOHNSON BROTHERS LIQUOR CO. Check Sequence: 43 ACH Enabled: False 2175092 resale -Liquor 2,717.01 11/29/2022 609-49750-425100 2175092 freight 30.43 11/29/2022 609-49750-433300 2175093 resale -Mix 35.00 11/29/2022 609-49750-425400 2175093 resale -wine 834.70 11/29/2022 609-49750-425300 2175093 resale -freight 19.78 11/29/2022 609-49750-433300 AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 7 Invoice No Description Amount Payment Date Acct Number Reference 2177657 resale -Liquor 1,176.06 11/29/2022 609-49750-425100 2177657 freight 18.15 11/29/2022 609-49750-433300 2178482 resale -Liquor 3,642.22 11/29/2022 609-49750-425100 2178482 freight 74.89 11/29/2022 609-49750-433300 2178483 resale -wine 5,531.19 11/29/2022 609-49750-425300 2178483 resale -mix 183.90 11/29/2022 609-49750-425400 2178483 freight 133.11 11/29/2022 609-49750-433300 2179751 resale -liquor 3,274.30 11/29/2022 609-49750-425100 2179751 freight 35.90 11/29/2022 609-49750-433300 2179752 resale -wine 3,393.29 11/29/2022 609-49750-425300 2179752 resale -mix 35.00 11/29/2022 609-49750-425400 2179752 freight 77.57 11/29/2022 609-49750-433300 2182073 Freight 61.06 11/29/2022 609-49750-433300 2182073 Resale - Liquor 3,878.93 11/29/2022 609-49750-425100 2183193 Resale- Liquor 1,745.74 11/29/2022 609-49750-425100 2183193 Freight 24.76 11/29/2022 609-49750-433300 2183194 Resale- Wine 4,867.00 11/29/2022 609-49750-425300 2183194 Freight 115.21 11/29/2022 609-49750-433300 Check Total: 31,905.20 Vendor: 5974 JOTL PROPERTIES, LLC Check Sequence: 44 58 Dec 2022 - 213 West Broadway Rent 1,500.00 11/29/2022 101-45204-441200 Check Total: 1,500.00 Vendor: 1273 KIWI KAI IMPORTS, INC. Check Sequence: 45 183734 resale -wine 384.00 11/29/2022 609-49750-425300 183734 freight 7.50 11/29/2022 609-49750-433300 183872 resale -wine 1,648.05 11/29/2022 609-49750-425300 183872 freight 22.50 11/29/2022 609-49750-433300 183969 resale -wine 104.00 11/29/2022 609-49750-425300 183969 resale -liquor 900.00 11/29/2022 609-49750-425100 183969 freight 8.00 11/29/2022 609-49750-433300 184656 Resale - Wine 2,937.37 11/29/2022 609-49750-425300 184656 Freight 45.00 11/29/2022 609-49750-433300 Check Total: 6,056.42 Vendor: 5285 LAWSON PRODUCTS, INC. Check Sequence: 46 9310092243 Hose Clamp Assortment 202.47 11/29/2022 101-45201-421990 Check Total: 202.47 ACH Enabled: False ACH Enabled: True ACH Enabled: False AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 8 Invoice No Description Amount Payment Date Acct Number Reference Vendor: 1303 M AMUNDSON CIGAR & CANDY CO, LLP Check Sequence: 47 ACH Enabled: True 351944 resale-tobacco,cigars,beverages,bar supplies, pay 352.56 11/29/2022 609-49750-425400 351944 resale -cigarettes 1,798.76 11/29/2022 609-49750-425500 Check Total: 2,151.32 Vendor: 1229 MARRS ADVERTISING & DESIGN INC Check Sequence: 48 ACH Enabled: True 0002061 Letterhead 447.55 11/29/2022 101-41310-421990 0002061 Letterhead, #10 Envelopes, Business Cards (JS, 1,180.10 11/29/2022 226-45122-421990 0002061 Business Cards (BG, DW) 94.72 11/29/2022 101-45201-421990 0002061 Business Cards (BC) 47.36 11/29/2022 601-49440-421990 0002061 Business Cards (RH) 47.36 11/29/2022 101-43120-421990 Check Total: 1,817.09 Vendor: 5736 MAVERICK WINE LLC Check Sequence: 49 ACH Enabled: True INV870794 resale -liquor 842.52 11/29/2022 609-49750-425100 INV871596 resale -liquor 515.00 11/29/2022 609-49750-425100 Check Total: 1,357.52 Vendor: 6090 SHAWN DANIEL MCCANN Check Sequence: 50 ACH Enabled: False 1953 Final Expenses Chalk Fest 2022 1,101.10 11/29/2022 101-41310-444220 Check Total: 1,101.10 Vendor: 1827 MIDWEST LANDSCAPES Check Sequence: 51 ACH Enabled: False 6296 (3) Firefall Maple, (2) A.B. Maple, (1) B.H. Spn 2,127.99 11/29/2022 101-46102-422500 Check Total: 2,127.99 Vendor: 6053 JOSH MILLER Check Sequence: 52 ACH Enabled: True 11/15/22 reimburse - Lifeguard Trainging Certificate - 2nc 50.00 11/29/2022 226-45124-433100 Check Total: 50.00 Vendor: 1377 MONTICELLO SENIOR CENTER Check Sequence: 53 ACH Enabled: True Nov 2022 Monthly Allocation - Nov 2022 5,416.67 11/29/2022 101-45175-444310 Check Total: 5,416.67 Vendor: 1913 NEW FRANCE WINE Check Sequence: 54 ACH Enabled: False 195831 resale -wine 438.67 11/29/2022 609-49750-425300 195831 freight 9.00 11/29/2022 609-49750-433300 AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 9 Invoice No Description Amount Payment Date Acct Number Reference AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 10 Check Total: 447.67 Vendor: 5426 NOVEL SOLAR TWO LLC Check Sequence: 55 ACH Enabled: True INV005844 Solar Rebate Program - Xcel 47,157.85 11/29/2022 101-41310-443992 Check Total: 47,157.85 Vendor: 5211 RANDI O'KEEFE KRIER Check Sequence: 56 ACH Enabled: True Nov 2nd Semi Monthly Contract Payment 1,622.25 11/29/2022 101-42700-431200 Check Total: 1,622.25 Vendor: 1411 OLSON & SONS ELECTRIC INC Check Sequence: 57 ACH Enabled: True 63353 Fixture disconnect inline, Small Bucket truck rer 162.02 11/29/2022 101-43160-440990 Check Total: 162.02 Vendor: 4633 PERFORMANCE FOOD GROUP INC Check Sequence: 58 ACH Enabled: True 382433 Food for Concession Resale @ MCC 636.30 11/29/2022 226-45125-425410 Check Total: 636.30 Vendor: 1427 PHILLIPS WINE & SPIRITS CO Check Sequence: 59 ACH Enabled: False 583520 reale-liquor credit -41.25 11/29/2022 609-49750-425100 583522 reale-wine credit -1.18 11/29/2022 609-49750-425300 6492310 reale-liquor 1,813.96 11/29/2022 609-49750-425100 6492310 freight 17.57 11/29/2022 609-49750-433300 6492311 reale-wine 1,903.02 11/29/2022 609-49750-425300 6492311 reale-cherry 50.28 11/29/2022 609-49750-425500 6492311 reale-mix 150.65 11/29/2022 609-49750-425400 6492311 freight 38.80 11/29/2022 609-49750-433300 6494439 reale-wine 104.00 11/29/2022 609-49750-425300 6494439 freight 3.30 11/29/2022 609-49750-433300 6494980 reale-liquor 540.00 11/29/2022 609-49750-425100 6494980 freight 3.30 11/29/2022 609-49750-433300 6496042 reale-liquor 1,957.60 11/29/2022 609-49750-425100 6496042 Freight 25.58 11/29/2022 609-49750-433300 6496043 reale-wine 2,598.46 11/29/2022 609-49750-425300 6496043 reale-mix 80.00 11/29/2022 609-49750-425400 6496043 freight 66.60 11/29/2022 609-49750-433300 6498792 Resale - Liquor 2,582.00 11/29/2022 609-49750-425100 6498792 Freight 64.35 11/29/2022 609-49750-433300 683519 reale-liquor credit -35.83 11/29/2022 609-49750-425100 AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 10 Invoice No Description Amount Payment Date Acct Number Reference 683521 reale-liquor credit -15.20 11/29/2022 609-49750-425100 683523 reale-liquor credit -2.00 11/29/2022 609-49750-425100 Check Total: 11,904.01 Vendor: 5713 R.D.OFFUTT COMPANY Check Sequence: 60 ACH Enabled: False E0146514 2022 Rockland Mfg Loader Forks 8,940.83 11/29/2022 101-43120-424100 Check Total: 8,940.83 Vendor: 4660 SAFE -FAST, INC Check Sequence: 61 ACH Enabled: True INV268961 (1) Hoodie, (1) Zipper sweatshirt, (1) Hi -viz Wir. 84.69 11/29/2022 601-49440-421990 INV268961 (1) Hoodie, (1) Zipper sweatshirt, (1) Hi -viz Wir 84.68 11/29/2022 602-49490-421990 Check Total: 169.37 Vendor: 3309 SOUTHERN GLAZER'S WINE AND SPIRITS, Check Sequence: 62 ACH Enabled: False 2280371 resale -liquor 1,423.14 11/29/2022 609-49750-425100 2280371 freight 17.03 11/29/2022 609-49750-433300 2280372 resale -wine 1,230.28 11/29/2022 609-49750-425300 2280372 freight 22.40 11/29/2022 609-49750-433300 2282975 resale -liquor 2,619.93 11/29/2022 609-49750-425100 2282975 freight 26.60 11/29/2022 609-49750-433300 2282976 resale -wine 1,484.87 11/29/2022 609-49750-425300 2282976 freight 40.60 11/29/2022 609-49750-433300 Check Total: 6,864.85 Vendor: 5989 SP3,LLC Check Sequence: 63 ACH Enabled: True W-168357 Resale - Beer 167.50 11/29/2022 609-49750-425200 W-169056 Resale - Beer Credit -3.75 11/29/2022 609-49750-425200 W-169124 Resale - Beer 317.08 11/29/2022 609-49750-425200 W-169124 Resale - Beer N/A 47.00 11/29/2022 609-49750-425400 Check Total: 527.83 Vendor: 5357 KEN SPAETH Check Sequence: 64 ACH Enabled: False 11/17/2022 202219 - Plan & Zone Escrow Refund 799.20 11/29/2022 101-00000-220110 Check Total: 799.20 Vendor: 4006 SUMMIT FIRE PROTECTION Check Sequence: 65 ACH Enabled: False 150019121 Annual Fire Inspection - (13) Facilities 1Olb dry 177.54 11/29/2022 701-00000-431990 150019122 Annual Fire Inspection - Garage 6.74 11/29/2022 701-00000-431990 AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 11 Invoice No Description Amount Payment Date Acct Number Reference 150019123 Annual Fire Inspection - (2) Head End 13.48 11/29/2022 701-00000-431990 150019124 Annual Fire Inspection - (4) Hi Way Liquor 13.48 11/29/2022 701-00000-431990 150019127 Annual Fire Inspection - (6) Library 20.22 11/29/2022 701-00000-431990 150019128 Annual Fire Inspection - (27) Community Centel 90.99 11/29/2022 701-00000-431990 150019129 Semi Annual Service, pre-engineered System In, 171.00 11/29/2022 701-00000-431990 150021629 Annual Fire Inspection - (8) DMV 26.96 11/29/2022 701-00000-431990 Check Total: 520.41 Vendor: 1518 TDS TELECOM Check Sequence: 66 ACH Enabled: True 763-271-3257 TDS 100.84 11/29/2022 702-00000-432100 763-295-0078 TDS - Fire 229.49 11/29/2022 702-00000-432100 763-295-0388 TDS 66.44 11/29/2022 702-00000-432100 763-295-2005 TDS 20.15 11/29/2022 702-00000-432100 763-295-3714 TDS - Resevoir 343.43 11/29/2022 702-00000-432100 Check Total: 760.35 Vendor: 4832 TIFCO INDUSTRIES, INC. Check Sequence: 67 ACH Enabled: True 71815315 MaxxKotc Paint Acces, CS Maxx Stripe Paint 145.92 11/29/2022 101-43120-421990 71815558 D cell lithium battery 3.6v 101.62 11/29/2022 101-43125-422100 71816536 Screwdriver set, Ratching wrench, flex rachet wi 409.85 11/29/2022 101-43127-421990 71817142 washers, nuts, drill buts, rope 371.44 11/29/2022 101-43127-421990 Check Total: 1,028.83 Vendor: 3791 TRI STATE BOBCAT Check Sequence: 68 ACH Enabled: False P84608 Blade, bolt, washer 365.04 11/29/2022 101-43120-422100 Check Total: 365.04 Vendor: 4656 TRUE FABRICATIONS, INC. Check Sequence: 69 ACH Enabled: False 1136329 resale -wine bags,decanter,accessories 489.17 11/29/2022 609-49750-425400 1136329 resale -liquor 257.40 11/29/2022 609-49750-425100 Check Total: 746.57 Vendor: 1188 TWAIT WINES, INC Check Sequence: 70 ACH Enabled: False 4933 Resale - Wine 396.00 11/29/2022 609-49750-425300 Check Total: 396.00 Vendor: 1539 UNITED LABORATORIES Check Sequence: 71 ACH Enabled: False INV363378 Biatron 328.47 11/29/2022 101-45201-421600 AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 12 Invoice No Description Amount Payment Date Acct Number Reference AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 13 Check Total: 328.47 Vendor: 1550 VEOLIA WATER N AM OPERATING SERV L. Check Sequence: 72 ACH Enabled: True 9000065625 Dec 2022 - WWTP Operations & Maintenance 63,809.50 11/29/2022 602-49480-430800 9000065625 2021 Reconcilation - Overages 34,715.65 11/29/2022 602-49480-430800 Check Total: 98,525.15 Vendor: 1684 VINOCOPIA Check Sequence: 73 ACH Enabled: True 0317022 -IN resale -wine 120.00 11/29/2022 609-49750-425300 0317022 -IN freight 2.50 11/29/2022 609-49750-433300 0317023 -IN resale -liquor 345.75 11/29/2022 609-49750-425100 0317023 -IN freight 2.50 11/29/2022 609-49750-433300 0317594 -IN Resale- Wine 608.00 11/29/2022 609-49750-425300 0317594 -IN Resale - Liquor 709.47 11/29/2022 609-49750-425100 0317594 -IN Resale - Mix, 226.66 11/29/2022 609-49750-425400 0317594 -IN Freight 25.50 11/29/2022 609-49750-433300 0317595 -IN Resale - Wine 552.00 11/29/2022 609-49750-425300 0317595 -IN Freight 12.50 11/29/2022 609-49750-433300 0317596 -IN Resale- Wine 261.00 11/29/2022 609-49750-425300 Check Total: 2,865.88 Vendor: 1561 WATER LABORATORIES INC Check Sequence: 74 ACH Enabled: True 9278 Water Testing - Oct 2022 272.00 11/29/2022 601-49440-431990 Check Total: 272.00 Vendor: 1567 WES OLSON ELECTRIC LLC Check Sequence: 75 ACH Enabled: True 10875 Parts - Power Receptacle, Misc Wire, Hardware, 121.06 11/29/2022 101-41310-444220 10888 Labor - Repair work on lights in Mississippi Roc 127.50 11/29/2022 701-00000-440100 Check Total: 248.56 Vendor: 1572 THE WINE COMPANY Check Sequence: 76 ACH Enabled: True 220216 resale -wine 1,256.00 11/29/2022 609-49750-425300 220216 resale -liquor 210.51 11/29/2022 609-49750-425100 220216 freight 34.40 11/29/2022 609-49750-433300 Check Total: 1,500.91 Vendor: 1573 WINE MERCHANTS INC Check Sequence: 77 ACH Enabled: False 7403786 resale -wine 2,504.28 11/29/2022 609-49750-425300 AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 13 Invoice No Description Amount Payment Date Acct Number Reference 7403786 freight 30.26 11/29/2022 609-49750-433300 Check Total: 2,534.54 Vendor: 1206 WINEBOW INC. Check Sequence: 78 MN00122360 resale -liquor 322.50 11/29/2022 609-49750-425100 MN00122360 resale -wine 572.68 11/29/2022 609-49750-425300 MN00122360 freight 11.25 11/29/2022 609-49750-433300 Check Total: 906.43 Vendor: 6056 PAULINA WITSCHEN Check Sequence: 79 11/21/2022 Reimburse - Lifeguard Training Certificate - 2nd 50.00 11/29/2022 226-45124-433100 Check Total: 50.00 Vendor: 1581 WRIGHT CO RECORDER Check Sequence: 80 202200000074 202220 - CUP #A 1518122 46.00 11/29/2022 101-41910-443990 202200000074 202211 -Declaration Cov/Restrict A# 1518148 46.00 11/29/2022 101-41910-443990 202200000074 202211 -Declaration Cov/Restrict A# 1518149 46.00 11/29/2022 101-41910-443990 Check Total: 138.00 Total for Check Run: 427,321.73 Total of Number of Checks: 80 The preceding list of bills payable was reviewed and approved for payment. Date: 11/28/22 Approved by: Mayor Lloyd Hilgart ACH Enabled: True ACH Enabled: True ACH Enabled: False AP -Computer Check Proof List by Vendor (11/22/2022 - 3:10 PM) Page 14 City Council Agenda: 11/28/2022 2B. Consideration of approving new hires and departures for City departments Prepared by: Meeting Date: ❑x Consent Agenda Item Human Resources Manager 11/28/2022 ❑ Regular Agenda Item Reviewed by: Approved by: N/A City Administrator ACTION REQUESTE Motion to approve new hires and departures for City departments. REFERENCE AND BACKGROUND The Council is asked to ratify the attached list of new hires and departures for the City. This listing includes full-time, part-time, seasonal, and temporary employees. The listing may also include status changes and promotions. Budget Impact: Positions are generally included in the budget. II. Staff Workload Impact: If new position, there may be some training involved. If terminated position, existing staff will cover hours as needed, until replacement. III. Comprehensive Plan Impact: N/A STAFF RECOMMENDED ACTION City staff recommends approval of new hires and departures as identified on the attached list. SUPPORTING DATA • List of new hires and terminated employees NEW EMPLOYEES Name Title Department Hire Date Class Jodi Galvin* Liquor Store Clerk Liquor Store FT TERMINATING EMPLOYEES Name Reason Department Effective Date Class Brennen Fisher Involuntary MCC 10/15/22 PT Dylan Cheney Voluntary Streets 10/21/22 Seasonal Emma Jacobsen Voluntary MCC 11/3/22 PT *Promotion New Hire and Terms City Council 2022: 11/21/2022 City Council Agenda: 11/28/2022 2C. Consideration of approving the sale or disposal of surplus City property Prepared by: Meeting Date: ® Consent Agenda Item N/A 11/28/2022 ❑ Regular Agenda Item Reviewed by: Approved by: N/A N/A There is no report this City Council Cycle. City Council Agenda: 11/28/2022 2D. Consideration of adopting Resolution 2022-130 approving donation in the amount of $2,000 from Riverwood Bank for the Fire Department Prepared by: Meeting Date: ® Consent Agenda Item City Clerk 11/28/2022 ❑ Regular Agenda Item Reviewed by: Approved by: N/A City Administrator ACTION REQUESTED Motion to adopt Resolution 2022-130 accepting the donation for Fire Department. REFERENCE AND BACKGROUND The City Council is asked to approve a donation from Riverwood Bank to be used by buy cribbing (vehicle stabilizing blocks) for the Fire Department. This item is used during extrication on rescue scenes. As required by State statute, if the City accepts the donation of funds, the City Council is required to adopt a resolution specifying the amount of the donation and its use. Budget Impact: The donations received will be for general use by the Fire Department. Staff Workload Impact: Minimal. III. Comprehensive Plan Impact: N/A STAFF RECOMMENDED ACTION City staff recommends adopting Resolution 2022-130 accepting the donation. SUPPORTING DATA • Resolution 2022-130 CITY OF MONTICELLO RESOLUTION NO. 2022-130 RESOLUTION APPROVING CONTRIBUTIONS WHEREAS, the City of Monticello is generally authorized to accept contributions of real and personal property pursuant to Minnesota Statutes Sections 465.03 and 465.04 for the benefit of its citizens and is specifically authorized to maintain such property for the benefit of its citizens in accordance with the terms prescribed by the donor. Said gifts may be limited under provisions of MN Statutes Section 471.895. WHEREAS, the following persons and or entities have offered to contribute contributions or gifts to the City as listed: DONOR/ENTITY DESCRIPTION/PURPOSE VALUE Riverwood Bank Fire Department/Cribbing (Vehicle Stabilizing Blocks) $2,000 WHEREAS, all said contributions are intended to aid the City in establishing facilities, operations or programs within the city's jurisdiction either alone or in cooperation with others, as allowed by law; and WHEREAS, the City Council hereby finds that it is appropriate to accept the contributions offered. NOW THEREFORE BE IT RESOLVED by the City Council of Monticello as follows: 1. The contributions described above are hereby accepted by the City of Monticello. 2. The contributions described above will be used as designated by the donor. This may entail reimbursing or allocating the money to another entity that will utilize the funds for the purpose stated above. Adopted by the City Council of Monticello this 281h day of November, 2022. Lloyd Hilgart, Mayor Jennifer Schreiber, City Clerk City Council Agenda: 11/28/2022 2E. Consideration of approving the 2023 City Seasonal and Part -Time Pay Scale. Prepared by: Meeting Date: ® Consent Agenda Item Human Resources Manager 11/28/2022 ❑ Regular Agenda Item Reviewed by: Approved by: Finance Director City Administrator ACTION REQUESTED Motion to approve the 2023 City Seasonal and Part -Time Pay Scale. REFERENCE AND BACKGROUND Each fall City Council is asked to approve updates to City pay scales for the upcoming year. Staff intends to propose a 4% wage adjustment for full-time staff and all part-time Community Center staff as part of the budget resolution in December. However, to remain competitive with surrounding cities, staff propose a more aggressive scale adjustment for our seasonal and part- time liquor store positions for 2023. As part of the liquor store's updated part-time pay scale (T01) staff also recommend the removal of the hours requirement for awarding pay increases and the addition of awarding smaller half-step increases. The recommended changes will give the manager more flexibility in awarding pay increases and the opportunity for employees to earn two (2) half-step increases during their first 12 months of employment. A higher starting wage along with the ability to earn premium pay, and potential half-step increases at 6 and 12 months is anticipated to be an effective recruitment tool. The proposed changes are consistent with the review process currently utilized for part-time community center employees. In 2021 Council approved a 12 -month pilot incentive program paying part-time liquor store employees a $1-$3/hour premium for working 20+ hours per pay period. The purpose of the program was to incentivize employees to work additional hours, helping to maintain sufficient staffing levels for the store. Staff recently solicited feedback from the liquor store manager and based on his positive review of the program, we've incorporated the premium pay program as an on-going program on the 2023 schedule. Budget Impact: The 2023 draft budget includes capacity for funding the proposed increases and continuation of the incentive program for the liquor store. II. Staff Workload Impact: Minimal. III. Comprehensive Plan Impact: N/A City Council Agenda: 11/28/2022 STAFF RECOMMENDED ACTION Staff and the Personnel Committee recommend approval of the 2023 Seasonal and Part -Time Pay Scale. SUPPORTING DATA • Proposed Seasonal and Part -Time Pay Schedule 2022 Seasonal and Part -Time Pav Schedules (Current) GRADE/ RANGE STEPS 1 1 2 1 3 1 4 5 6 T01 Liquor Store Clerk Hrs: 0-625 $13.04 Hrs: 625-1250 Hrs: 1250-1875 Hrs: 1875-2500 Hrs: 2500-3120 Hrs: over 3120 $16.31 $17.13 $13.86 $14.68 $15.49 P --i.,- Pav P --m- Pilnf Prnnrwm Hours Per Pay Period Premium 0-20 $0 20.25-32 $1 32.25-48 $2 48.25-59.5 $3 Note: PT employees are limited to a maximum of 29.75 hours per week T02 Cablecaster $75.00 $80.00 $85.00 $90.00 T03 $15.00 $16.00 $17.00 $18.00 Seasonal Worker $12.01 $13.11 $14.18 $15.27 6 mo T04 DMV Courier $12.01 $13.11 $14.18 $15.27 'er Meeting Stipend; 5/18/22 PC approved $25/hr over 3 hrs 2023 Seasonal and Part -Time Pay Schedules (Prop I Liquor Store Clerk (T01) 1 $15.00 1 $15.30 1 $15.61 1 $15.92 1 $16.24 1 $16.56 1 $16.89 1 $17.23 1 $17.57 1 $17.93 1 $18.28 Note: Eligible for a 1/2 step at 6 month and a 1/2 step at 12 months and annually thereafter Liquor Store Clerk Premium ay Program- Re ular on-going program Hours Per Pay Period Premium 0-20 $0 20.25-32 $1 32.25-48 $2 48.25-59.5 $3 Note: PT employees are limited to a maximum of 29.75 hours per week Cablecaster T02) $75.00 $80.00 $85.00 $90.00 Seasonal Worker T03 $15.00 $16.00 $17.00 $18.00 DMV Courier T04 $12.49 $13.63 $14.75 $15.88 Seasonal and PT Pay Schedule.SRrev: 11/21/2022 'er meeting stipend; $25/hr. over 3 hrs. City Council Agenda: 11/28/2022 2F. Consideration of approving the negotiated Labor Agreement between the City of Monticello and the International Union of Operating Engineers, Local 49 for January 1, 2023 to December 31. 2025. Prepared by: Meeting Date: ® Consent Agenda Item Human Resources Manager 11/28/2022 ❑ Regular Agenda Item Reviewed by: Approved by: Finance Director City Administrator ACTION REQUESTED Motion to approve the negotiated Labor Agreement between the City of Monticello and the International Union of Operating Engineers, Local 49 for January 1, 2023, to December 31, 2025. REFERENCE AND BACKGROUND The current three-year contract covering the City's utilities, streets, shop, and parks personnel will expire on December 31, 2022. Earlier this month the Finance Director and Human Resources Manager entered negotiations with the Union Representative and Steward to negotiate this contract. The negotiated contract was presented to union members, and the members voted to approve it on November 14. The negotiated contract includes a 4% salary increase for 2023 and a wage opener for 2024 and 2025. Other changes include a $50 increase in the City's monthly contribution to the employee + dependent health insurance for 2023, an increase in the safety boot allowance from $150 annually to $200 annually, an increase from $1/hr. to $1.50/hr. to the employee -only contribution to the Central Pension Fund, the addition of 4 hours of holiday on Christmas Eve (currently a half day- 4 hours), a reduction in the amount of comp time that can be banked from 80 hours to 40 hours, and other miscellaneous administrative updates. Budget Impact: The proposed changes are all included in the 2023 draft budget. II. Staff Workload Impact: Minimal impact. III. Comprehensive Plan Impact: N/A STAFF RECOMMENDED ACTION Staff and the Personnel Committee recommend approval of the contract as negotiated. SUPPORTING DATA A. Copy of 2023-2025 negotiated contract B. Copy of specific changes to the contract LABOR AGREEMENT 1=3AVivi =1=I► CITY OF MONTICELLO INTERNATIONAL UNION OF OPERATING ENGINEERS, LOCAL NO. 49 JANUARY 1, 2023 Through DECEMBER 31, 2025 TABLE OF CONTENTS ARTICLE I Purpose of Agreement 3 ARTICLE 11 Recognition 3 ARTICLE III Union Security 4 ARTICLE IV Employer Security 4 ARTICLE V Employer Authority 5 ARTICLE VI Employee Rights -Grievance Procedure 5 ARTICLE VII Definitions 7 ARTICLE Vill Savings Clause 8 ARTICLE IX Work Schedules 8 ARTICLE X Overtime Pay 9 ARTICLE XI Legal Defense 11 ARTICLE XII Right of Subcontract 11 ARTICLE XIII Discipline 11 ARTICLE XIV Seniority 11 ARTICLE XV Probationary Periods 11 ARTICLE XVI Safety 11 ARTICLE XVII Job Posting 12 ARTICLE XVIII Group Insurance Program 12 ARTICLE XIX Holidays 13 ARTICLE XX Paid Time Off 13 ARTICLE XXI Bereavement 16 ARTICLE XXII Severance Pay 16 ARTICLE XXIII Waiver 16 ARTICLE XXIV Education Compensation 16 ARTICLE XXV Clothing/ Uniform Allowance 17 ARTICLE XXVI Seasonal and Temporary Employees 17 ARTICLE XXVII Central Pension Fund 18 ARTICLE XXVIII Duration 19 APPENDIX #1 Salary Schedule for 2023, 2024 and 2025 20 2 LABOR AGREEMENT BETWEEN CITY OF MONTICELLO AND INTERNATIONAL UNION OF OPERATING ENGINEERS LOCAL NO. 49 ARTICLE I Purpose of Agreement This agreement is entered into between the City of Monticello, hereinafter called the Employer, and Local No. 49, International Union of Operating Engineers, hereinafter called the Union. The intent and purpose of this agreement is to: 1.01 Establish certain hours, wages, and other conditions of employment; 1.02 Establish procedures for the resolution of disputes concerning this agreement's interpretation and/or application; 1.03 Specify the full and complete understanding of the parties; and 1.04 Place in written form the parties' agreement upon terms and conditions of employment for the duration of the agreement. The Employer and the Union, through this agreement, continue their dedication to the highest quality of public service. Both parties recognize this agreement as a pledge of this dedication. ARTICLE II Recognition 2.01 The Employer recognizes the Union as the exclusive representative under Minnesota Statutes, Section 179.71, Subdivision 3, in an appropriate bargaining unit consisting of the following job classification (s)-. Equipment Mechanic/Operator Shop Mechanic/Operator Operator/Mechanic Foreman Special Project Manager- Building and Maintenance The following job classification will be utilized on an as needed basis. Water and Sewer Operator- Apprentice The probationary employee will be required to test and obtain their Class D Water and Wastewater licenses at the first testing opportunity after twelve (12) months of employment. If an employee fails the test(s) on their first attempt they will be permitted to retake each exam once at the first available opportunity following the original test date. Failure to obtain both licensees after two (2) attempts may result in termination of employment. 3 Upon obtaining their Class D Water and Wastewater licenses the employee will be eligible for a performance based increase and transition to "regular full-time employee" status under the Water and Sewer Operator job classification. Annual reviews and performance increases will occur annually thereafter on the anniversary of obtaining their licenses. The employee will pay for the cost of obtaining their initial licenses. The City agrees to reimburse the employee for the full cost after one year of service as a Water and Sewer Operator. The wage rates for such classification (s) are set forth in Appendix #1. 2.02 It is agreed that supervisory employees not covered by this agreement may perform work usually performed by bargaining unit employees. The Employer agrees that the performance of this work by supervisory personnel will not be for the sole purpose of avoiding overtime payment to bargaining unit personnel. ARTICLE III Union Security In recognition of the Union as the exclusive representative, the Employer shall: 3.01 Deduct from each payroll period an amount sufficient to provide the payment of dues established by the Union from the wages of all employees authorizing in writing such deduction, and 3.02 Remit such deduction to the appropriate designated office of the Union. 3.03 The Union will designate up to two (2) employees from the bargaining unit to act as Stewards and shall inform the Employer in writing of such choice. 3.04 The Union agrees to indemnify and hold the Employer harmless against any and all claims, suits, orders, orjudgments brought or issued against the City as a result of any action taken or not taken by the City under the provisions of this article. ARTICLE IV Employer Security 4.01 The Union agrees that during the life of this agreement it will not cause, encourage, participate in, or support any strike, slowdown, or other interruption of or interference with the normal functions of the Employer. 4.02 Any employee who engages in a strike may have his (her) appointment terminated by the Employer effective the date the violation first occurs. Such termination shall be effective upon written notice served upon the employee. 4.03 An employee who is absent from any portion of this work assignment with permission or who abstains wholly or in part from the full performance of his (her) duties without permission from his/her Employer on the date or dates when a strike occurs is prima facie presumed to have engaged in a strike on such date or dates. 4.04 An employee who knowingly strikes and whose employment has been terminated for such action may, subsequent to such violation, at the discretion of the Employer, be appointed or reappointed or employed or re-employed, but the employee shall be on probation for two years with respect to such civil service status, tenure of employment, or contract of employment as he (she) may have theretofore been entitled. 12 4.05 No employee shall be entitled to any daily pay, wages, or per diem for the days on which he (she) engaged in a strike. ARTICLE V Employer Authority 5.01 The Employer retains the full and unrestricted right to operate and manage all manpower, facilities, and equipment; to establish functions and programs; to set and amend budgets; to enact, modify, or eliminate ordinances; to determine the utilization of technology; to establish and modify the organizational structure; to select, direct and determine the number of personnel; to establish work schedules and to perform any inherent managerial function not specifically limited by this agreement. 5.02 Any term and condition of employment not specifically established or modified by this agreement shall remain solely within the discretion of the employer to modify, establish, or eliminate. ARTICLE VI Employee Rights —Grievance Procedure 6.01 Definition of a Grievance - A grievance is defined as a dispute or disagreement as to the interpretation or application of the specific terms and conditions of this agreement. 6.02 Union Representatives - The employer will recognize representatives designated by the Union as the grievance representatives of the bargaining unit having the duties and responsibilities established by this Article. The Union shall notify the Employer in writing of the names of such Union Representatives and of their successors when so designated. No Union business shall be conducted on the Employer's time except with the express permission of the Employer. 6.03 Processing of a Grievance - It is recognized and accepted by the Union and the Employer that the processing of grievances as hereinafter provided is limited by the job duties and responsibilities of the employees and shall therefore be accomplished during normal working hours only when consistent with such employee duties and responsibilities. The aggrieved employee and the Union Representative shall be allowed a reasonable amount of time without loss in pay when a grievance is investigated and presented to the Employer during normal working hours, provided the employee and the Union Representative have notified and received the approval of the designated supervisor who has determined that such absence is reasonable and would not be detrimental to the work programs of the Employer. 6.04 Procedure— Grievances, as defined in Section 6.01, shall be resolved in conformance with the following procedure: Step 1: An employee claiming a violation concerning the interpretation or application of this agreement shall, within twenty-one (21) calendar days after such alleged violation has occurred, present such grievance to the employee's supervisor as designated by the Employer. The Employer designated representative will discuss and give an answer to such Step 1 grievance within ten (10) calendar days after receipt. A grievance not resolved in Step 1 and appealed to Step 2 5 shall be placed in writing setting forth the nature of the grievance, the facts on which it is based, the provision or provisions of the agreement allegedly violated, and the remedy requested and shall be appealed to Step 2 within ten (10) calendar days after the Employer designated representative's final answer to Step 1. Any grievance not appealed in writing to Step 2 by the Union within ten (10) calendar days shall be considered waived. Step 2 If appealed, the written grievance shall be presented by the Union and discussed with the Employer designated Step 2 Representative. The Employer designated representative shall give the Union the Employer's Step 2 answer in writing within ten (10) calendar days after receipt of such Step 2 grievance. A grievance not resolved in Step 2 may be appealed to Step 3 within ten (10) calendar days following the Employer designated representative's final Step 2 answer. Any grievance not appealed in writing to Step 3 by the Union within ten (10) calendar days shall be considered waived. Step 3: If appealed, the written grievance shall be presented by the Union and discussed with the City Administrator. The City Administrator shall give the Union the City Administrator's answer in writing within ten (10) calendar days after receipt of such Step 3 grievance. A grievance not resolved in Step 3 may be appealed to Step 4 within ten (10) calendar days following the City Administrator's final answer in Step 3. Any grievance not appealed in writing to Step 4 by the Union within ten (10) calendar days shall be considered waived. Step 4: If the grievance is still unsettled, the Union may, within ten (10) calendar days after the reply of the Step 3 representative was due, by written notice to the Employer, petition the Bureau of Mediation Services for assistance in settling through mediation. If either party determines during the mediation process that further mediation would serve no purpose, the Union may within ten (10) days by written notice to the Employer request arbitration of the dispute. Step 5: A grievance unresolved in Step 4 and appealed in Step 5 shall be submitted to arbitration subject to the provisions of the Public Employment Labor Relations Act of 1971. If the Union and Employer are unable to reach a mutual agreement on the selection of an arbitrator, then the selection of an arbitrator shall be made in accordance with the "Rules Governing the Arbitration of Grievance" as established by the Public Employment Relations Board. 6.05 Arbitrator's Authority A. The arbitrator shall have no right to amend, modify, nullify, ignore, add to, or subtract from the terms and conditions of this agreement. The arbitrator shall consider and decide only the specific issue(s) submitted in writing by the Employer and the Union and shall have no authority to make a decision on any other issue not so submitted. B. Then arbitrator shall be without power to make decisions contrary to, inconsistent with, or 0 modifying or varying in any way the application of laws, rules or regulations having the force and effect of law. The arbitrator's decision shall be submitted in writing within thirty (30) days following close of the hearing or the submission of the briefs by the parties, whichever be later, unless the parties agree to an extension. The decision shall be binding on both the Employer and the Union and shall be based solely on the arbitrator's interpretation or application of the express terms of this agreement and to the facts of the grievance presented. C. The fees and expenses for the arbitrator's services and proceedings shall be born equally by the Employer and the Union provided that each party shall be responsible for compensating its own representatives and witnesses. If either party desires a verbatim record of the proceedings, it may cause such a record to be made, providing it pays for the record. If both parties desire a verbatim record of the proceedings, the cost shall be shared equally. 6.06 Waiver - If a grievance is not presented within the time limits set forth above, it shall be considered "waived." If a grievance is not appealed to the next step within the specified time limit or any agreed extension thereof, it shall be considered settled on the basis of the Employer's last answer. If the Employer does not answer a grievance or an appeal thereof within the specified time limits, the Union may elect to treat the grievance as denied at that step and immediately appeal the grievance to the next step. The time limit in each step may be extended by mutual agreement of the Employer and the Union. 6.07 Choice of Remedy - If, as a result of the written Employer response in Step 3, the grievance remains unresolved, and if the grievance involves the suspension, demotion, or discharge of an employee who has completed the required probationary period, the grievance may be appealed either to Step 4 of Article VI or a procedure such as the following: Civil Service, Veteran's Preference, Fair Employment, or to a hearing before the City Council pursuant to City Ordinance. If appealed to any procedure other than Step 4 of Article VI, the grievance is not subject to mediation or arbitration as provided for in Step 4 and/or Step 5 of Article VI. The aggrieved employee shall indicate in writing which procedure is to be utilized — Steps 4 and 5 of Article VI or another appeal procedure — and shall sign a statement to the effect that the choice of any other remedy precludes the aggrieved employee from making a subsequent appeal through Steps 4 and 5 of Article VI. The written statement requesting mediation shall serve as official notice that the choice of Step 4 precludes the aggrieved employee from making a subsequent appeal under any other procedure. ARTICLE VII Definitions 7.01 Union- The International Union of Operating Engineers, Local No. 49 7.02 Employer -The City of Monticello, Wright County, Minnesota. 7.03 Union Member- A member of the International Union of Operating Engineers, Local No. 49. 7.04 Employee- A member of the exclusively recognized bargaining unit. 7.05 Base Pay Rate- The employee's hourly pay rate exclusive of longevity or any other special allowances. 7 7.06 Seniority- Length of continuous service with the employer. 7.07 Compensatory Time- Time off the employee's regularly scheduled work schedule equal in time to overtime worked. 7.08 Severance Pay- Payment made to an employee upon honorable termination of employment. 7.09 Overtime- Work performed at the express authorization of the employer in excess of either eight (8) hours within a twenty-four (24) hour period, (except for shift changes), or more than forty (40) hours within a seven (7) day period. The week starts Saturday and ends Friday. 7.10 Call Back -Return of an employee to a specified work site to perform assigned duties at the express authorization of the Employer at a time other than an assigned shift. An extension of or early report to an assigned shift is not a call back. 7.11 Strike -Concerted action in failing to report for duty, the willful absence from one's position, the stoppage of work, slowdown, or abstinence in whole or in part from the full, faithful, and proper performance of the duties of employment for the purposes of inducing, influencing, or coercing a change in the conditions or compensation or the rights, privileges, or obligations of employment. 7.12 On -Call- When an employee is assigned by the Employer to carry a pager and be on call and available to respond to an emergency at a time other than an assigned shift within a 7 -day work week. 7.13 Emergency- Fire, flood, snow, sleet, ice, breakdown of municipal equipment or facilities, natural disaster. ARTICLE VIII Savings Clause 8.01 This agreement is subject to the laws of the United States, the State of Minnesota, and the signed municipality. In the event any provision of this agreement shall be held to be contrary to law by a court of competent jurisdiction from whose final judgment or decree no appeal has been taken within the time provided, or is contrary to administrative ruling or is in violation of legislation or administrative regulations, such provision shall be voided. All other provisions of this agreement shall continue in full force and effect. The voided provision may be renegotiated at the request of either party. ARTICLE IX Work Schedules 9.01 The sole authority in work schedules is the Employer. The normal workday for an employee shall be eight (8) hours. The normal work week shall be forty (40) hours, Monday through Friday. 9.02 Service to the public may require the establishment of regular shifts or workweeks for some employees on a daily, weekly, seasonal, or annual basis other than the normal 7a.m.-3:30 p.m., Monday through Friday workday. Water/Sewer department employee's normal hours of L•1 work shall include a flexible start time between 7-7:30a.m. subject to the approval of the Public Works Director or their designee. Assignment of regularly scheduled hours different than above will only be made with three (3) days advance notice. 9.03 In the event that work is required because of unusual circumstances, or an emergency no advance notice need be given. It is not required that an employee working other than the normal workday be scheduled to work more than eight (8) hours; however, each employee has an obligation to work overtime or call backs if requested unless unusual circumstances prevent him (her) from so working. 9.04 Service to the public may require the establishment of regular work weeks that schedule work on Saturdays and/or Sundays. ARTICLE X Overtime Pay 10.01 Hours worked in excess of either eight (8) hours within a twenty-four (24) hour period, (except for shift changes), or more than forty (40) hours within a seven (7) day period will be compensated for at one and one-half (1 '/2) times the employee's base pay rate. Hours worked on Saturday and Sunday will be compensated for at one and one-half (1 '/2) times the employee's base rate regardless of hours worked in the week. The employer reserves the right to send employees home when they reach 40 hours in the work week. Holiday and sick leave will be counted as hours worked for the purposes of computing overtime. Vacation and comp time will not be counted as hours worked for purposes of calculating overtime. Hours worked on the ten and one-half (1-1/2) holidays set forth in Article XIX will be compensated for at two (2) times the employee's regular base rate. The one-half (1/2) day (12 hour) holiday period on December 24 is considered to have started at 11 a.m. on a normal scheduled workday of 7 a.m. to 3:30 p.m. p.m. or after the employee has completed four (4) hours work if scheduled to begin work at other than normal starting time. Employees scheduled to work at community events will be paid at one and one-half times (1 1/2) the employee's base rate regardless of hours worked in the work week. Employees will be compensated at their regular base rate of pay for attendance at approved job-related courses and training regardless of hours worked in a 24-hour period. 10.02 Overtime will be distributed as equally as practicable. 10.03 Overtime refused by employees will, for record purposes under Article 10.02, be considered as unpaid overtime worked. 10.04 For the purpose of computing overtime compensation, overtime hours worked shall not be pyramided, compounded, or paid twice for the same hours worked. For the purposes of computing overtime on a weekly basis, comp time will not be considered actual time worked for determining eligibility for overtime pay. 10.05 The Employer may allow for compensatory time off in lieu of overtime payment for overtime worked and for call backs. If a mutually satisfactory time cannot be agreed upon, the Employer shall grant compensatory time off as the employee requests provided the employee E gives the Employer seven (7) days' notice and further provided the time off will not unduly disrupt operations. Employees can accumulate a maximum balance of forty (40) hours compensatory -time. Employees will be paid overtime pay for any overtime worked while such accumulated balance is at forty (40) hours. Employees may use and replenish comp time balances throughout the year. 10.06 At the discretion of the supervisor, an employee temporarily assigned to carry out the basic responsibilities of a lead employee or assistant superintendent for a specified period of time shall be required to carry a pager while on duty and off duty and shall be compensated an additional $1.00 per hour actually worked above the base compensation. When a department supervisor has three or more employees assigned to work under his/her direction, the Employer shall have the option of assigning an employee to the status of Operator/Mechanic Lead Person on an annual basis, and that employee shall be compensated an additional $1.00 per hour above base rate compensation. In the absence of the department supervisor, a lead person may be assigned to an on-call status and shall be required to carry a pager while on and off duty during the supervisor's absence. The Employer shall have the sole authority in selection of a lead person to be based on performance evaluations and capabilities of the employee. 10.07 An employee called in for work at a time other than the employee's normal scheduled shift will be compensated for a minimum of two (2) hours' pay for any time actually worked up to two (2) hours. 10.08 A water/sewer collection employee assigned to a schedule for on-call status shall be required to carry a pager while on duty and on-call and will be compensated an additional one (1) hour base pay each weekday (excluding union holidays) above base compensation. Compensation for weekend and holiday on-call status will be three -and -one half (3-1/2) hours for a two-day weekend and five and one quarter (5-1/4) hours for a three-day weekend above base compensation for the weekend period. An on-call status employee shall be available to respond to emergency calls within a 15 -minute response time and will carry the only pager available for that department. In addition to the daily compensation, the employee will be compensated for any additional callback time at regular base rates of pay for the number of hours worked. At the discretion of the Employer, a department supervisor may be assigned to a rotation as an on- call status and shall be available to respond to all emergency calls for service during that rotation. All weekend assignments for on-call status shall be determined and scheduled at the discretion of the Employer. For the purpose of this section, a weekend period begins at the end of the normal shift of the individual assigned on Friday and ends at the beginning of a normal shift on Monday. In the case of a three-day weekend, the period begins at the end of the normal shift prior to the beginning of a three-day weekend and ends at the beginning of the next regular day shift after the three-day weekend. This section regarding additional compensation for on-call status does not apply to an individual assigned to on-call status under 10.06. 10 ARTICLE XI Legal Defense 11.01 Employees involved in litigation because of negligence, ignorance of laws, non -observance of laws, or as a result of employee judgmental decision may not receive legal defense by the municipality. 11.02 Any employee who is charged with a traffic violation, ordinance violation, or criminal offense arising from acts performed within the scope of this employment, when such act is performed in good faith and under direct order of his/her supervisor, shall be reimbursed for reasonable attorney's fees and court costs actually incurred by such employee in defending against such charge. ARTICLE XII Right of Subcontract 12.01 Nothing in this agreement shall prohibit or restrict the right of the Employer for subcontracting work performed by employees covered by this agreement. ARTICLE XIII Discipline 13.01 The Employer will discipline employees only for what it considers to be just cause. ARTICLE XIV Seniority 14.01 Seniority shall be the determining criterion for transfers, promotions to other bargaining unit positions, and layoffs only when all other qualification factors are equal. ARTICLE XV Probationary Periods 15.01 All newly hired or rehired employees will serve a six (6) month probationary period. Time worked pursuant to any governmental program shall not count toward the probationary time required. The City may, at its sole discretion, discipline and discharge a probationary employee without recourse to the grievance procedure. ARTICLE XVI Safety 16.01 The Employer and the Union agree to jointly promote safe and healthful working conditions, to cooperate in safety matters, and to encourage employees to work in a safe manner. 16.02 Where items of safety equipment are required by federal, state, or local rules and regulations, it shall be a condition of employment that such equipment will be worn or utilized by the employee. Employees may provide personal items only if approved by the Employer in advance. 11 ARTICLE XVII Job Posting 17.01 The Employer and the Union agree that permanent job vacancies within the designated bargaining unit shall be filled based on the concept of promotion from within provided that applicants: A. Have the necessary qualifications to meet the standards of the job vacancy; and B. Have the ability to perform the duties and responsibilities of the job vacancy. 17.02 Employees filling a higher job class based on the provisions of this article shall be subject to the conditions of Article XV (probationary periods). 17.03 The employer has the right of final decision in the selection of employees to fill posted jobs based on qualifications, abilities and experience. 17.04 Job vacancies within the designated bargaining unit will be posted for five (5) working days so that members of the bargaining unit can be considered for such vacancies. ARTICLE XVIII Group Insurance Proqram 18.01 The Employer shall provide a group health and hospitalization medical insurance plan for employees in accordance with this Article. The Employer's contribution is towards premiums for coverage for each employee employed by the Employer who qualifies for and is enrolled in the Employer's group health and hospitalization plan. Any additional cost of the premium over and above the contribution of the Employer listed shall be paid by the employee through payroll deduction. 18.02 In 2023, the Employer shall contribute the following amounts towards the cost of coverage for each employee who qualifies for and is enrolled in the Employer's group health and hospitalization plan, as follows: Effective March 2023 the City will contribute $1420 towards employee only coverage and $1253.58 towards employee + dependent(s) coverage. All employee classes covered by this agreement will pay the difference between the full cost and the City's contribution though payroll deduction. For plan years beginning March 2024 and March 2025 the City agrees to a 50/50 split in any premium increase up to a maximum of 3%. 18.03 Affordable Care Act: In the event that the health insurance provision of this Agreement fail to meet the requirement of the Affordable Care Act, and its related regulation or cause the Employer to be subject to a penalty, tax, or fine, either party may request that the other party meet and negotiate over amendments to those health insurance provisions that the requesting party deems necessary. The requesting party shall be obligated to provide specific documentation as to the provision of the ACA that is cause for the requested reopener at that time such a request if made. In such negotiations, the right and obligations of the Union shall 12 be subject to the provisions of Minn. Stat. §179A.06, and the rights and obligations of the Employer shall be subject to the provisions of Minn. Stat §179A.07. City retains the right to change insurance carriers and/or program benefit levels provided any changes are consistent with all City of Monticello employee groups. ARTICLE XIX Holidays 19.01 The Employer will provide the following eleven (11) paid holidays for the length of this Agreement for all Equipment Mechanic/Operator, Water and Sewer Operator- Apprentice, Shop Mechanic/Operator, Foreman, and Special Project Manager employees: New Year's Day, Martin Luther King Day, President's Day, Memorial Day (last Monday in May), Independence Day, Labor Day (first Monday in September), Columbus Day (second Monday in October), Veteran's Day (November 11), Thanksgiving Day, Christmas Eve, and Christmas Day. When a holiday falls on a Sunday, the following Monday shall be the "observed" holiday and when a holiday falls on a Saturday, the preceding Friday shall be the "observed" holiday. ARTICLE XX Paid Time Off (PTO) 20.01 Paid time off (PTO) provides all full-time and part-time benefited employees with paid time away from work that can be used for any purpose. PTO must be scheduled in advance and have supervisory approval, except in the case of illness or emergency. The PTO policy takes the place of vacation and sick leave. PTO does not replace pay for City observed holidays, jury duty or military leave. A. Transition to PTO (hired prior to 12/31/2015): Vacation balances as of 7/7/17 will be converted to PTO hours on an hour for hour basis on 7/8/17. Example.- Vacation xample.Vacation balance as of 7/7/17 + Annual PTO (prorated at 50%) — PTO balance as of 7/8/17. B. Sick Balances: Sick balances as of 7/7/17 will be paid out at 50% into the MN State Healthcare Savings Plan (HCSP). Remaining sick time hours after payment will be transferred to an Extended Medical Bank (EMB). C. Extended Medical Benefit (EMB Any remaining sick hours after payment into the HCSP will be placed in an EMB which provides income protection insurance for employees in case of serious illness. EMB hours may be used after the first forty (40) consecutive work hours of an absence for a Family Medical Leave Act (FMLA) qualifying leave. This benefit is meant as insurance. There is no additional accrual to this bank and it is not paid out upon termination. 20.02 Types of PTO Leave: 1. Planned PTO is requested and approved prior to the date the employee is taking off. 2. Unplanned PTO is time off reported on the date the employee will not be reporting to work. When leave is unplanned, the employee must notify their supervisor within one hour of the 13 employees scheduled workday, or if the employee is already at work, the employee must notify their supervisor prior to leaving work. Unplanned leave may be denied if it would result in the department not being able to meet minimum staffing levels unless the absence is due to illness. If an employee's use of unplanned leave indicates a pattern suggesting abuse that interferes with the minimum staffing levels or the ability of the department to conduct business appropriately, the supervisor shall notify the employee. If such abuse continues, the employee may be subject to denial of unplanned leave or disciplinary action. 20.03 Medical Certification: Good attendance is an essential job function for all City employees, if unplanned absences exceed 3 days, a doctor's certification may be required. 411111 WI TIVIRIaEelOR07- oM1531 Non -Exempt Hourl : Exempt Salaried : Less than 6 years 128 hours /16 days Less than 8 ears 168 hours / 21 days 6 — 10 years 168 hours / 21 days 8 - 24 years 224 hours / 28 days 11 — 24 years 224 hours / 28 days 25 years 232 hours / 29 days 25 years 232 hours / 29 days 26 years 240 hours / 30 days 26 years 240 hours / 30 days 27 years 248 hours / 31 days 27 years 248 hours / 31 days 28 years 256 hours / 32 days 28 years 256 hours / 32 days 29 years 264 hours / 33 days 29 years 264 hours / 33 days 30 years 272 hours / 34 days 30 years 272urs / 34 days A. The hours listed above are 50% for part-time benefited employees (30-35 hours per week). B. PTO hours will be placed in the employees' bank on January 1 st of each year based on time with the City as of January 1St of each year. Example. An hourly employee who celebrates their 10th year anniversary on June 6th will receive 168 hours the following January 1St plus an additional 28 hours (56 hours / 12 mo. *6 mo.) of prorated PTO for a total of 196 hours. C. Mid -year hires and terminations will be pro -rated accordingly. The month of hire does not count towards pro -rated credit in the first year of employment. For mid -year terminations, if an employee has used more than their pro -rated amount for the year, the overpayment of PTO will be deducted from their final paycheck. 20.05 Probationary Employees: Probationary Employees are not able to use more than forty (40) 14 hours of time off during their first six (6) months of employment. 20.06 Annual Usage Requirement: Employees must use at least fifty percent (50%) of their annual accrual each year. 20.07 Annual Contribution to the MN State Healthcare Savinas Plan (HCSP):PTO balances over 320 hours as of the first payroll in December will be paid into the HCSP (maximum of 48 hours) based on the employee's current hourly rate of pay. The HCSP deposit does not count towards an employee's 50% usage requirement. Employees who use bereavement leave during the year will not be allowed to roll hours into the HCSP. 20.08 Carry -Over: Employees may carry over up to 320 hours of PTO each year into the next year. Any hours over 320 will be forfeited at year-end, unless due to a qualifying (unusual or non- recurring) circumstance the City Administrator approves an extension or cash payment to avoid a loss of PTO time. All qualifying circumstances must be reported to the Personnel Committee on an annual basis. 20.09 Unpaid Leave: Employees must normally use all earned PTO prior to taking an unpaid leave. If the leave qualifies under the Parenting Leave or Family Medical Leave Act (FMLA), the employee may retain a balance of forty (40) hours when going on an unpaid leave. Any exceptions must be approved by the City Administrator. 20.10 PTO Donation: Employees may transfer their PTO hours from one employee to another under the following conditions: A. Such transfers can be made only after the showing of unique or special circumstances and only upon the approval of the City Administrator. Before such transfer will be approved, the proposed recipient of the transfer must have used all of his/her PTO. B. PTO transfer shall be limited to forty (40) hours per donor. Such transfer shall be made on a dollar to dollar basis. The worth of the leave shall be adjusted to the pay level of the donor. Therefore, if the salary of the donor is greater than the recipient, on day of leave from the donor shall result in more than one full day to the recipient. Conversely, if the salary of the donor is less than the recipient, the one day of leave from the donor shall result in less than one full day. C. Requests for such transfer of PTO must be submitted in writing to the Human Resources Manager or designee, who shall handle all communications between recipient and donor. When a donor volunteers such transfer, he/she must first execute a release document for such transfer that will be kept on file in the Human Resources Department. D. When a transfer has been finalized in accordance with the rules and approved by the Human Resources Manager and City Administrator, the Finance Department shall take the necessary accounting action to reflect such transfer. 15 ARTICLE XXI Bereavement Leave 21.01 Bereavement leave is equivalent to 100% of the employee's wage. Up to five (5) days_may be granted with the approval of the Department Head for absences related to the death of an immediate family member. Immediate family includes: spouse, child or foster child, parents, grandparents, step-parents, step -children, and siblings. Up to three (3) days will be granted for the death of an aunt, uncle, step -brother, step -sister, and in-laws including mother, father, sister and brother. Employees who use bereavement leave during the year will not be allowed to roll hours into the MN State HCSP in that same year. ARTICLE XXII Severance Pay 22.01 Any permanent employee leaving any municipal service in good standing (including the death of employee) after giving proper notice of such termination of employment shall be eligible for 100% of their earned PTO balance in cash. The unused, pro rata earned amount can be a negative number if the employee uses more PTO than is earned in the year of severance. 22.02 Extended Medical Bank (EMB) balances are not paid out upon death or termination. ARTICLE XXIII Waiver 23.01 Any and all prior agreements, resolutions, practices, policies, rules and regulations regarding terms and conditions of employment to the extent inconsistent with the provisions of this agreement are hereby superseded. 23.02 The parties mutually acknowledge that during the negotiations which resulted in this agreement, each had the unlimited right and opportunity to make demands and proposals with respect to any term or condition of employment not removed by law from bargaining. All agreements and understandings arrived at by the parties are set forth in writing in this agreement for the stipulated duration of this agreement. The Employer and the Union each voluntarily and unqualifiedly waives the right to meet and negotiate regarding any and all terms and conditions of employment referred to or covered by in this agreement or with respect to any term or condition of employment not specifically referred to or covered by this agreement, even though such terms or conditions may not have been within the knowledge or contemplation of either or both parties at the time this contract was negotiated and executed. ARTICLE XXIV Education Compensation 24.01 Employees will be reimbursed for one hundred percent (100%) of the cost incurred for the payment of tuition, fees, and text books required in the attendance of job-related courses provided that: 16 • The course has been approved by the City Manager and department director prior to registration for, or participation in, the course. • The employee has submitted a certified fee statement for payment of tuition, fees, and purchase of text books. • The employee must show proof of satisfactory completion of the course. • The attendance of the employee at course sessions has been satisfactory. 24.02 Water and sewer workers will get a monthly license stipend for each level obtained. Water: Class D = $25 Class C = $50 Class B = $75 Sewage: Class D = $25 Class C = $50 Class B = $75 ARTICLE XXV Clothinq/ Uniform Allowance 25.01 The Employer agrees to contribute up to $502.36 annually to each full-time permanent Union employee for uniform/clothing laundering services that may be used by employees. Effective April 1, 2002, the City of Monticello agrees to contribute $502.36 annually plus up to fifty percent (50%) of any increase incurred by the City for the uniform/ clothing laundering services. 25.02 The Employer agrees to reimburse a sum not to exceed $200 per year or $400 every two years for the purchase of safety boots provided a receipt is provided for the purchase. ARTICLE XXVI Seasonal and Temporary Employees 26.01 The Employer may hire Spring/Summer Seasonal employees and four (4) Fall/Winter Temporary employees allowing each group to work up to 180 calendar days per year. 26.02 The Employer believes that hiring Seasonal/Temporary employees for longer periods of time will allow union employees more opportunity to perform skilled work and operate equipment. Seasonal/Temporary employees will not operate any equipment that requires a Commercial Driver License CDL or any equipment that has horsepower rating of 50 or more with the exception of mowers including seasonal attachments and non CDL motor vehicles. If a regular, full-time, bargaining unit employee is out on an approved extended leave a separate MOU will be drafted regarding the terms of employment. 26.03 The 180 -day period begins on the first day that any seasonal employee starts work. All employees shall be terminated at the end of the initial 180 -day period from the date of the first hired seasonal. 26.04 No member of the full-time bargaining unit will be laid off while Seasonal/Temporary employees are employed. 26.05 Employer will determine the pay rate and for Seasonal/Temporary employees. 17 26.06 Full-time bargaining unit employees will be given the opportunity to work overtime before being offered to Seasonal/Temporary employees. 26.07 Seasonal/Temporary workers shall not be eligible for any benefits under this agreement except those which may be required by law. 26.08 Seasonal/Temporary employees may be terminated at the sole discretion of the Employer. ARTICLE XXVII Central Pension Fund of the Operating Engineers 27.01 2002 Minnesota State Law allows public employees to participate in employer paid pensions (M.S. 356.24, subd. 1 (9 and 10). The Central Pension Fund (CPF) plan of Benefits and the Trust Agreement govern the plan. 27.02 The CPF contribution shall be deducted from the employee's hourly wage rate. This deduction shall be contributed to the CPF as a pre-tax employee contribution. 27.03 The hourly contribution rate will apply to all straight -time hours compensated (i.e. hours worked, holiday, and PTO), however, no pension contributions will be made on overtime hours. 27.04 The City shall remit a contribution to the CPF in an amount equivalent to $1.50 per hour on behalf of each member of the Bargaining unit, up to a maximum of two thousand eighty (2080) hours per calendar year. 27.05 Members by majority vote, may change the contribution rate at any time during the life of the Agreement, accompanied by a sixty (60) day notice to the Employer. The Union and the Employer will work together to implement member approved changes as soon as practicable. in ARTICLE XXVIII Duration This AGREEMENT shall be effective as of January 1, 2023 and shall remain in full force and effect until December 31, 2025. Employees will respond to snow/ice events beyond the duration of the contract. CITY OF MONTICELLO Mayor City Administrator Dated this 2022. day of INTERNATIONAL UNION OF OPERATING ENGINEERS, LOCAL NO. 49 Jason George, Business Manager Dan Revier, Area Business Rep. Steward Dated this 19 day of 2022. APPENDIX #1 HOURLY SALARY SCHEDULE Effective (01/14/2023) Effective first full pay period January 2023 increase all wages by 4%. Current Hourly Salary Schedule- Effective 1/1/22 Equipment Mechanic/Operators Water and Sewer Operator- Apprentice Step 1 Step 1.5 Step 2 Step 2.5 Step 3Step 3.5 Step 4 Step 4.5 Step 5 Step 5.5 Step 6 Step Step 7 6.5 Step 7.5 Step 8 $23.79 $24.30 $24.79 $25.32 $25.83 $26.34 $26.83 $27.35 $27.85 $28.39 1 $28.86 1 $29.39 $29.91 1 $30.42 $30.94 Shop Mechanic/Operator Foreman Step 1 Step 1.5 Step 2 Step 2.5 Step 3 Step 3.5 Step 4 Step 4.5 Step 5 Step 5.5 Step 6 Step 6.5 Step 7 1 Step 7.5 Step 8 $25.59 1 $26.16 $26.71 1 $27.25 1 $27.80 1 $28.34 1 $28.91 1 $29.43 1 $30.01 1 $30.55 1 $31.08 1 $31.63 1 $32.18 $32.74 $33.28 Special Project Manager- Building and Maintenance Step 1 Step 1.5 Step 2 Step 2.5 Step 3 Step 3.5 Step 4 Step 4.5 Step 5 Step 5.5 Step 6 Step 6.5 Step 7 Step 7.5 Step 8 $27.34 1 $27.93 1 $28.50 1 $29.08 1 $29.68 $30.26 1 $30.85 1 $31.44 1 $32.01 $32.61 1 $33.20 1 $33.77 1 $34.37 1 $34.92 1 $35.52 2023 Hourly Salary Schedule- Effective 1/14/23 Equipment Mechanic/Operators Water and Sewer Operator- Apprentice Step 1 Step 1.5 Step 2 Step 2.5 Step 3 Step 3.5 Step 4 Step 4.5 Step 5 Step 5.5 Step 6 Step 6.5 Step 7 1 Step 7.5 Step 8 $24.74 1 $25.28 1 $25.78 1 $26.33 1 $26.87 $27.39 1 $27.90 1 $28.45 1 $28.96 $29.52 1 $30.02 1 $30.57 1 $31.11 $31.63 $32.18 Shop Mechanic/Operator Foreman Step 1 Step 1.5 Step 2 Step 2.5 Step 3 Step 3.5 Step 4 Step 4.5 Step 5 Step 5.5 Step 6 Step 6.5 Step 7 Step 7.5 Step 8 $26.62 1 $27.21 1 $27.78 1 $28.34 1 $28.91 1 $29.48 1 $30.07 1 $30.61 1 $31.21 1 $31.77 1 $32.33 1 $32.89 1 $33.47 1 $34.05 $34.61 Special Project Manager- Building and Maintenance Step 1 Step 1.5 Step 2 Step Step 3 Step Step 4 2.5 3.5 Step Step 5 4.5 Step 5.5 Step 6 Step 6.5 Step 7 1 Step 7.5 Step 8 $28.44 1 $29.05 1 $29.65 1 $30.24 1 $30.86 $31.47 1 $32.08 1 $32.69 1 $33.29 1 $33.91 1 $34.52 1 $35.12 1 $35.74 1 $36.32 $36.94 * The City agrees to hold a wage opener for 2024 wages. 20 HOURLY SALARY SCHEDULE Effective first full pay period of January 2024. (T.B.D.) Equipment Mechanic/Operators Water and Sewer Operator- Apprentice Step 1 Step 1.5 Step 2 Step 2.5 Step 3 Step 3.5 Step 4 Step 4.5 Step 5 Step 5.5 Step 6 Step 6.5 Step 7 Step 7.5 Step 8 TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD Shop Mechanic/Operator Foreman Step 1 Step 1.5 Step 2 Step 2.5 Step 3 Step 3.5 Step 4 Step 4.5 Step 5 Step 5.5 Step 6 Step 6.5 Step 7 Step 7.5 Step 8 TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD Special Project Manager- Building and Maintenance Step 1 Step 1.5 Step 2 Step 2.5 Step 3 Step 3.5 Step 4 Step 4.5 Step 5 Step 5.5 Step 6 Step 6.5 Step 7 Step 7.5 Step 8 TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD * The City agrees to hold a wage opener for 2025 wages. 21 HOURLY SALARY SCHEDULE Effective first full pay period of January 2025. (T.B.D.) Equipment Mechanic/Operators Water and Sewer Operator- Apprentice Step 1 Step 1.5 Step 2 Step 2.5 Step 3 Step 3.5 Step 4 Step 4.5 Step 5 Step 5.5 Step 6 Step 6.5 Step 7 Step 7.5 Step 8 TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD Shop Mechanic/Operator Foreman Step 1 Step 1.5 Step 2 Step 2.5 Step 3 Step 3.5 Step 4 Step 4.5 Step 5 Step 5.5 Step 6 Step 6.5 Step 7 Step 7.5 Step 8 TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD Special Project Manager- Building and Maintenance Step 1 Step 1.5 Step 2 Step 2.5 Step 3 Step 3.5 Step 4 Step 4.5 Step 5 Step 5.5 Step 6 Step 6.5 Step 7 Step 7.5 Step 8 TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD 22 Labor Agreement Between City of Monticello And W.O.E Local No. 49 1/l/2023-12/31/2025 Specific contract changes include the following: ARTICLE X Overtime Pay 10.05 The Employer may allow for compensatory time off in lieu of overtime payment for overtime worked and for call backs. If a mutually satisfactory time cannot be agreed upon, the Employer shall grant compensatory time off as the employee requests provided the employee gives the Employer seven (7) daYS Reti days' notice and further provided the time off will not unduly disrupt operations. Employees can e4Y accumulate a maximum balance of eighty forty (4080) hours compensatory -time. Employees will be paid overtime pay for any overtime worked while such accumulated balance is at eighty forty (4080) hours. F=MpleyeeS Will not be alle w ed teuse mere Employees may use and replenish comp time balances throughout the year. ARTICLE XVII Group Insurance Program 18.02 In 202:, the Employer shall contribute the following amounts towards the cost of coverage for each employee who qualifies for and is enrolled in the Employer's group health and hospitalization plan, as follows: Effective March 20230 the City will contribute $1265 1420 towards employee only coverage and $1163.591253.58 towards employee + dependent(s) coverage. All employee classes covered by this agreement will pay the difference between the full cost and the City's contribution though payroll deduction. For plan years beginning March 20244 and March 2021-/° the City agrees to a 50/50 split in any premium increase up to a maximum of 3%. ARTICLE XIX Holidays 19.01 The Employer will provide the following eleven ten and GRe (10-1/211) paid holidays for the length of this Agreement for all Equipment Mechanic/Operator, Water and Sewer Operator- Apprentice, Shop Mechanic/Operators-ate Foremana-n, and Special Protect Manager employees: New Year's Day, Martin Luther King Day, President's Day, Memorial Day (last Monday in May), Independence Day, Labor Day (first Monday in September), Columbus Day (second Monday in October), Veteran's Day (November 11), Thanksgiving Day, Christmas Eve, and Christmas Day:; (I /'J 1DeGember 24 to be ebseryed eR the Tact work day preGed ng Christmas Year'sWhen New , SURday+ the shall be a WheR New Years ,'RdepeRdeRGe Day, otorr+ra R Snc the pFeGediRg day shall be a veDay,er Christmas Day falls OR a Saturday, helmdayWhen a holiday falls on a Sunday, the following Monday shall be the "observed" holiday and when a holiday falls on a Saturday, the Preceding Friday shall be the "observed" holiday. ARTICLE XXV Clothing/ Uniform Allowance 25.02 The Employer agrees to reimburse a sum not to exceed $T50-200 per year or $800--400 every two years for the purchase of safety boots provided a receipt is provided for the purchase. ARTICLE XXVII Central Pension Fund of the Operating Engineers 27.04 The City shall remit a contribution to the CPF in an amount equivalent to $1.5000 per hour on behalf of each member of the Bargaining unit, up to a maximum of two thousand eighty (2080) hours per calendar year. The fiFSt GORtributien will be made fe,F the Pay 198F'od beg'RRiRg FebFuaFy 15, 2020-. APPENDIX # 1 Effective first full pay period in January 20023 all wages will increase by 2-% 4%. The City agrees to hold a wage opener for 2024 and 2025 wages. City Council Agenda: 11/28/2022 2G. Consideration of approving a contract with Monticello Township for 2023-2027 fire protection services Prepared by: Meeting Date: ® Consent Agenda Item Finance Director 11/28/2022 ❑ Regular Agenda Item Reviewed by: Approved by: Fire Chief, Assistant Fire Chief City Administrator ACTION REQUESTED Motion to approve a contract with Monticello Township for 2023-2027 fire protection services. REFERENCE AND BACKGROUND The Monticello Fire Department originally operated as a Joint Fire Board with Monticello Township until 2005 when the City continued operating fire protection services internally and contracted out those services to Monticello Township. The original agreement established a per parcel rate for fire protection services. The current contract, which included a per parcel rate of $61.00 for all five years from 2018 through 2022 expires on December 31, 2022. The City's Finance Director and Fire Chief proposed a contract extension for five additional years (2023 — 2027) to the Monticello Township Board as follows: Year Rate Per Parcel 2023 $61.00 2024 $62.00 2025 $63.00 2026 $64.00 2027 $65.00 The City's Finance Director and Fire Chief met with two representatives from the Monticello Township Board on Friday, November 4 to discuss the proposed changes. The full Monticello Township Board met on Monday, November 7 to discuss the proposal and unanimously agreed to move forward under the terms offered. Additionally, a redlined draft of the updated contract language was formally approved by the Monticello Township Board on Monday, November 21. In the past, fire service contracts have been negotiated with both Monticello and Silver Creek Townships with similar terms, per parcel rate, and verbiage. However, Silve Creek Township receives some services from the City of Maple Lake, and that agreement is structured using a best practice template by the League of Minnesota Cities and the Association of Minnesota City Council Agenda: 11/28/2022 Townships. While Monticello Township prefers to keep the agreement consistent with past contracts, Silver Creek has requested a different approach, which will be discussed at their Board meeting on Tuesday, December 6, and will be brought to the City Council for approval on Monday, December 12. I. Budget Impact: Using the 2022 parcel count, the estimated revenue under the proposed contract is $106,079 for 2023. However, the amount will fluctuate based on the actual number of parcels. II. Staff Impact: Over the past three years, the Monticello Fire Department has responded to an average of 66 calls per year to Monticello Township. Fire Department personnel also perform periodic drills and maintenance for such calls. III. Comprehensive Plan Impact: N/A STAFF RECOMMENDED ACTION City staff recommends approving a contract with Monticello Township for 2023-2027 fire protection services. SUPPORTING DATA • Proposed Fire Protection Agreement with Monticello Township FIRE PROTECTION AGREEMENT This AGREEMENT between the City of Monticello, Minnesota, hereafter referred to as the MONTICELLO FIRE DEPARTMENT, and Township of Monticello, Minnesota, hereafter referred to whether in whole or in part as the TOWNSHIP, both agree as follows: ARTICLE I The MONTICELLO FIRE DEPARTMENT agrees to furnish fire service and fire protection to all properties subject to the terms of this agreement, within the TOWNSHIP area, said area being set forth in EXHIBIT A, attached hereto. ARTICLE II The MONTICELLO FIRE DEPARTMENT will make a reasonable effort to attend all fires within the TOWNSHIP area upon notification of such fire or fires, and under the direction of the MONTICELLO FIRE DEPARTMENT Fire Chief, subject to the following terms and conditions: A. Road and weather conditions must be such that the fire run can be made with reasonable safety to the firefighters and equipment of the MONTICELLO FIRE DEPARTMENT. The decision of the fire chief or other officer in charge of the fire department at the time that the fire run cannot be made with reasonable safety to firefighters and equipment shall be final. B. The MONTICELLO FIRE DEPARTMENT shall not be liable to the TOWNSHIP for the loss or damage of any kind whatsoever resulting from any failure to furnish or any delay in furnishing firefighters or fire equipment, or from any failure to prevent, control, or extinguish any fire, whether such loss or damage is caused by the negligence of the officers, agents, or employees of the MONTICELLO FIRE DEPARTMENT, or otherwise. ARTICLE III The MONTICELLO FIRE DEPARTMENT further agrees: A. To keep and maintain in good order at its own expense the necessary equipment and fire apparatus for fire service and fire protection within the town area so serviced. B. To provide sufficient personnel in its fire department to operate fire equipment. C. To submit a summary of fire calls within its jurisdiction to the TOWNSHIP on a quarterly basis. ARTICLE IV The TOWNSHIP agrees: A. To pay an annual fee of $61.00 in 2023, $62.00 in 2024, $63.00 in 2025, $64.00 in 2026, and $65.00 in 2027 for each tax identification parcel as determined by the Wright County Assessor's and/or Wright County Auditor's office. These fees shall include all standby charges and fire call costs. The total annual fee for the first year of this contract is estimated to be $106,079.00 based on an estimated 1739 Fire Agreement 2023-2027 parcels at $61.00 each. The annual fee shall be adjusted in subsequent years to reflect actual number of parcels within Monticello Township at the same billing rate per parcel. B. To pay charges within 45 days of billing by the City of Monticello on a bi-annual basis. C. To comply with the false alarm ordinance of the City of Monticello. Any false alarm call to an individual or business that, in the opinion of the MONTICELLO FIRE DEPARTMENT, was the result of a defective or malfunctioning alarm system will receive a written notice outlining this policy. All false alarm calls will be charged per the city's fee schedule at the time of the false alarm call. D. Any false alarm charge billed directly to an individual or business by the City under this agreement, which remains unpaid by December 311t of each year, shall become the responsibility of the TOWNSHIP for reimbursement to the City. All payments must be made in accordance with this schedule to render this agreement effective for each calendar year of the contract. ARTICLE V In case an emergency arises within the MONTICELLO FIRE DEPARTMENT while equipment and personnel of the fire department are engaged in fighting a fire within the TOWNSHIP area, calls shall be answered in the order of their receipt unless the fire chief or other officer in charge of the fire department at the time otherwise directs. In responding to fire calls within the TOWNSHIP area, the fire chief or other officer in charge shall dispatch only such personnel and equipment as in his or her opinion can be safely spared from the MONTICELLO FIRE DEPARTMENT. F-3211411:101 In cases where the MONTICELLO FIRE DEPARTMENT receives a notification of an emergency other than a fire, and its assistance is requested in the area defined in Exhibit A of this contract, it shall respond to such emergency in the same manner as a fire as outlined in this contract. Charges for such service shall be as outlined in ARTICLE IV. ARTICI F VII The TOWNSHIP agrees to make a fire protection tax levy or otherwise to provide funds each year in an amount sufficient to pay the MONTICELLO FIRE DEPARTMENT the compensation agreed upon. ARTICLE VIII The City agrees to hold harmless, defend and indemnify the Township against any claims brought or actions filed against the Township or any officer, employee, or volunteer of the Township for injury to, death of, or damage to the property of any third person or persons, arising from City's performance under this Agreement for services. Under no circumstances, however, shall the City be required to pay on behalf of itself and the Township, any amounts in excess of the limits on liability established in Minnesota Statutes, Chapter 466 applicable to any Fire Agreement 2023-2027 one party. The limits of liability for the Township and the City may not be added together to determine the maximum amount of liability for the City. The intent of this subdivision is to impose on the City a limited duty to defend and indemnify the Township for claims arising out of the performance of this Agreement subject to the limits of liability under Minnesota Statutes, Chapter 466. The purpose of creating this duty to defend and indemnify is to simplify the defense of claims by eliminating conflicts between the parties and to permit liability claims against both parties from a single occurrence to be defended by a single attorney. Nothing herein shall be construed to waive or limit any immunity from, or limitation on, liability available to either party, whether set forth in Minnesota Statutes, Chapter 466 or otherwise. The City will carry workers' compensation coverage as required by law, and further will carry liability insurance for its fire services, providing for liability limits equal to or greater than the maximum liability applicable to municipalities pursuant to Minnesota Statutes §466.04, Subd. 1, as amended. The Township shall be named as an additional insured on such liability policies. /_1121141aFIR A. The City shall bill the owner or driver of any vehicle that was responded to by the Fire Department in the City or the Township for the cost of such emergency response. Any money the City receives from such billings shall be credited to the Fire Department budget, except for such monies as the City is obligated to pay to mutual aid responding fire departments. The Township shall enact an emergency response fee ordinance that will allow the Township to certify to the County Auditor any unpaid emergency service charges for collection with property taxes wherever the recipient of such services owns real estate. Any such funds collected by the Township as a result of emergency responses to vehicles in the Township shall be forwarded to the City upon collection by the Township, provided that the Township may first deduct any out-of-pocket costs of collection incurred by the Township. B. The Township, in its sole discretion, may exercise its authority to impose an emergency service charge on Township residents receiving emergency services within the Township. City shall have no right to, or interest in, any service fees imposed by Township. As part of the services provided by City under this Agreement, City agrees, upon request of the Township, to provide to the Township with the information necessary to bill such recipients of fire or emergency services within the Township, provided the City is reasonably able to acquire such information. Such information shall include the name and address of the party(ies) to whom the services were provided, the date and location the services were provided, and the nature of the services provided. C. No amounts collected under A or B of this provision shall reduce the annual per parcel fee charged in Article IV (a) or the fees charged in Article IV (c). ARTICI F X It is understood and agreed that Township shall have no responsibility whatsoever toward the firefighters or other emergency personnel including any employment related issues such as training, supervision, performance reviews, discipline, compensation, benefits, insurance coverages, compliance with any employment related federal, state, Fire Agreement 2023-2027 and local laws and roles such as OSHA, ERISA, RLSA, FMLA, or any other employment related issues. All such issues shall be the responsibility of the City. ARTICI F XI This AGREEMENT shall be in force for a term of five (5) years beginning on January 1, 2023, and ending on the 31st day of December, 2027. This contract may be terminated upon a six-month notice by either party. CITY OF MONTICELLO TOWNSHIP OF MONTICELLO Mayor Chairman Attest: Attest: City Administrator Clerk 0721114 Fire Agreement 2023-2027 107_1114 EXHIBIT A- MONTICELLO TOWNSHIP This EXHIBIT is a part of the attached FIRE PROTECTION AGREEMENT, and its purpose is to designate the area covered under this AGREEMENT and referred to herein as the TOWNSHIP area. Therefore, the TOWNSHIP area, in which protection for fires is agreed to, involves the following sections, including platted areas, of the TOWNSHIP herein. Township 121N, Range 24W All or part of Sections 7, 8, 9, 16, 17, 18, 19, 20, 21, 28, 29, 30, 31, 32, 33 Township 121N, Range 25W All or part of Sections 3, 4, 5, 6, 7, 8, 9, 10, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33,34,35,36 Township 122N, Range 25W All or part of Sections 19, 30, 31,32 Total No. of Parcels as of 2022 billing: 1739 Fire Agreement 2023-2027 City Council Agenda: 11/28/2022 2H. Consideration of adoatine Resolution 2022-131 aoorovine a Preliminary Plat and Final Plat and Development Contract for Wiha Addition, a Proposed Plat Located in the Industrial Business Campus (IBC) District and to approve Design and Construction Costs for Trunk Watermain estimated at $297,320.00. Applicant: Willi Hahn Corporation/Kinghorn Construction, o/b/o Wiha Tools Prepared by: Meeting Date: ® Consent Agenda Item Northwest Associated Consultants 11/28/2022 ❑ Regular Agenda Item (NAC)/ Community Development Director Reviewed by: Approved by: Project Engineer, Finance Director City Administrator Decision 1: Preliminary and Final Plat and Development Contract Motion to adopt Resolution 2022-131 approving Preliminary Plat and Final Plat and Development Contract for Wiha Addition, authorizing the Mayor and City Administrator to execute said Agreement, and further authorizing the Mayor and City Administrator to negotiate and specify final changes or amendments necessary to more fully execute the intention of the City Council with respect to the proposed project. Decision 2: Trunk Watermain Extension Design and Construction Motion to authorize reimbursement to developer for trunk watermain extension costs estimated at $297,320, with actual costs to be paid based on engineer's estimate of developer's approved design and construction contract costs represented in developer's bid tabulation as reviewed and approved by the City Engineer and per the terms of the development contract. REFERENCE AND BACKGROUND Property: Legal Description: Lots 9-13, Block 2, Lauring Hillside Terrace PID #: 155-029-002090; 155-029-002100; 155-029-002110; 155-029-002120; 155-029-002130 Planning Case Number: 2022-041 Request(s): Preliminary and Final Plat Deadline for Decision: December 11, 2022 (60 -day deadline) February 9, 2023 (120 -day deadline) Land Use Designation: Zoning Designation: Overlays/Environmental Regulations Applicable: Current Site Uses: Surrounding Land Uses: Project Description ANALYSIS: City Council Agenda: 11/28/2022 EC — Employment Campus IBC — Industrial and Business Campus Special Use Overlay District Vacant - Agricultural North: Multi -Family Residential East: Vacant South: 1-94 West: Office/Industrial The applicants are seeking to replat a series of existing platted lots into a single development parcel which would accommodate the construction of an industrial/light manufacturing building. The property is zoned and guided appropriately for the proposed use and is currently vacant. Subdivision. For plats, the requirements include compliance with the minimum zoning standards of the relevant zoning district. In addition, the plat must meet other primarily technical subdivision standards, in terms of data identifying the plat, provision of appropriate easements, and accommodation of utility services. The proposed plat results in the combination of five separate parcels into a single parcel of approximately 12.9 acres in area, with just over 700 feet of frontage on West 7th Street. Both dimensions are far above the minimum standards of the IBC District, which are just 8,000 square feet (1/5 1h of an acre) and 100 feet of frontage. The preliminary and final plat also detail the required plat perimeter easements. Interior drainage and utility easements between the existing lots were petitioned to be vacated as part of a separate City Council consideration. Although Kinghorn Construction submitted the plat application, the property owner signed the application and will be the site developer. Access and Public Utilities. The subject lot gains access from 7th Steet, a collector street suitable to serve this site without additional improvement at this time. Utility services also come from 7th Street and are detailed on the civil plans for the project. Stormwater management plans were provided by the applicant and civil plans detail stormwater facilities on the east side of the parcel. City Council Agenda: 11/28/2022 Other comments on public utilities and necessary easements are subject to the comments of the City Engineer. Land Use/Zoning. The parcels to be platted are guided "Employment Campus" and zoned Industrial Business Campus (IBC) District. Zoning on both sides of the proposed parcel is identified as IBC District. The Land Use Plan calls for "Regional Commercial" to the west, and additional "Employment Campus" to the east. The proposed user, Wiha Tools, is a light manufacturing use, manufacturing and assembling tools. Therefore, the site can be developed for the intended land use, with the notes identified below. Zoning Provisions/Site Plan Review. The proposed light manufacturing use is a permitted use in the IBC District. The following analysis is provided in conjunction with the required site plan review regulations of the zoning ordinance. The applicants propose to construct a single building on the south and west portion of the property of just over 72,000 square feet in floor space, with a mezzanine space, and room for an 82,000 square foot addition to the north of the 111 phase toward 71h street. The building would be surrounded by parking and circulation area and is proposed to exceed the minimum required IBC setbacks in all directions. Parking. The applicants identify the need for accommodating their current 57 employees, with expansion to increase that amount. The first phase site plan shows more than 100 parking spaces, and the appropriate parking lot island delineators breaking up the rows of parking into no more than 20 -space bays. Additional room for parking lot expansion is also available on site. Circulation. The site circulation includes two access points from West 7th Street. Each were designed to match public street access points on the north side of 7th Street at Wright and Ramsey Streets. Because 7th Street is a collector roadway, the development is required to install a 6' sidewalk within the right of way along the extent of the proposed development, which is shown on the civil plans. As an addition to the site plan, staff also recommends that the plans include a sidewalk connecting the public pathway to the building's walkway along the perimeter of the building. Employees (or others) that walk to the building would otherwise need to walk in the drive aisle between the public street and building entrances. Loading Area and Screening. The proposed loading areas face toward the east side of the property. According to the zoning regulations, the following elements require screening as noted in Section 4.1 (1)(3): (b) Large trash handling and recycling collection areas (e.g., dumpsters and cardboard recycling containers); (c) All loading and service areas shall be screened and landscaped from abutting and surrounding residential uses and public rights of way; City Council Agenda: 11/28/2022 The plan shows an area of loading, within which is a trash -handling location, on the east side of the building. Along the east boundary of this area is a row of spruce and juniper (cedar) plantings. Because the code requires screening from public rights of way, it is conceivable that the other deciduous plantings along the south side of the loading area would not meet the screening requirements from views from the freeway. Staff would recommend additional evergreen tree plantings in this area to supplement the deciduous material in satisfaction of the screening requirement. The trash enclosure location is shown but is not detailed. This area is required to be screened. With the additional plantings noted for the loading areas, it appears that this condition would be met. Landscaping and Buffers. The zoning ordinance requires buffer yard plantings and treatment when a property is developed adjoining potentially incompatible land uses. In this case, the loading areas of the facility are setback more than 300 feet from the adjoining property to the east (a vacant, IBC -zoned property), and nearly 400 feet from 7t" Street, across which the land use transitions to multi -family residential. The buffer requirements between industrial and residential property are a 20 -foot width, with a planting density per 100 linear feet of 18 caliper inches of canopy tree planting, 20 caliper inches of understory tree planting, and 55 shrubs. To the east of the property is a vacant, IBC -zoned parcel, and then additional multi -family development. This area does not require a buffer planting, as the adjoining parcel is zoned the same as the subject property. Nonetheless, the applicant's plans show a line of new evergreens (12 in all), at least 20 additional newly planted overstory/canopy trees, and more than 150 caliper inches of existing trees along the east boundary that are scheduled to remain, along with ornamental tree and shrub plantings oriented along the north drive aisle. The east property line is approximately 600 feet. The applicant's proposed planting, along with the existing 16 trees to remain, meets the buffer yard standard. In addition to these plantings, along the north frontage, the applicants are showing — over a distance of about 200 feet, more than 40 caliper inches of canopy trees, 48 caliper inches of understory trees, and more than 140 shrubs. All quantities exceed the buffer planting requirements. Other landscaping quantities, including for total perimeter area, building area, and parking lot area, are met or exceeded by the proposed plan. No other zoning issues are apparent from the current plans. Develoament Contract As a subdivision plat, a development contract is required by the City's Subdivision Ordinance. City Council Agenda: 11/28/2022 For the Wiha Addition, the development contract outlines the standard terms and conditions for site development, providing for the trunk utility charges to be paid at time of plat (or assessed at the developer's option). Securities for site landscaping and grading as required by ordinance are also specified. As the site is a single platted lot served with existing roads and utilities, there are limited public improvements for site development. A sidewalk is required to be constructed along the plat's 71h Street lot frontage. Construction will be in accordance with City specifications and the development contract provides for the required security. Cash escrows for City inspection and administration of the plat are identified within the contract. The City has also requested that the developer construct a set of public watermains through the property. These watermains will eventually provide for a portion of the connection needed for the future water treatment facility. Section 11 of the agreement outlines how the developer will be reimbursed for that improvement. The preliminary estimate of design and construction costs for this improvement is $297,320. In summary, the City Council is asked to approve the costs for design and construction based on the developer's actual design and construction contract costs, allowing payments to be made to the contractor upon completion to City specifications. PLANNING COMMISSION RECOMMENDATION AND ACTION Planning Commission reviewed this item and held a public hearing on the request on November 1, 2022. Staff walked through the plat application, noting that the application is for both preliminary and final plat. Staff also referenced review comments resulting from site plan review of submittals. During the hearing, the Commission heard from John Kinghorn, representing Wiha. Mr. Kinghorn indicated that they had no issues with the conditions outlined in the report. The Commission inquired as to the elevation of the lot relative to the interstate. Staff clarified that the lot is approximately feet higher based on the topography information submitted, with the building finished floor elevation slightly higher. There is a swale as the site moves east toward the stormwater facilities. Commission also asked about MnDOT's review. Staff responded that MnDOT has been provided with the plat for review. The City had not yet received MnDOT's comment letter; a condition of approval was requested to be added noting that compliance with MnDOT's comments. Staff also requested that the Commission add a condition relating to the required development contract as required by subdivision regulations. John Kinghorn, representing Wiha was present to address the Commission. He stated they have no issue with the conditions in the report or those identified during the meeting. He clarified City Council Agenda: 11/28/2022 that the building will be completed in exposed sandblast/aggregate finish with gray and blue color finishes. Signs will be required to meet ordinance requirements. The Commission inquired about sound. Mr. Kinghorn stated that this is primarily an assembly facility where tools components are assembled, so there is no external noise anticipated. The Commission asked whether a turn lane was evaluated for the project. Staff stated that the City Engineer indicated that the initial proposed development did not require a traffic analysis given the current configuration of 7t" Street and its status as a collector road; subsequent phases of site development will require a traffic review. No other public was present to address the Commission on the request and no written comments were submitted prior to the hearing. Following the hearing, the Commission voted unanimously to recommend approval of the preliminary plat, adding the two conditions as noted by staff relating to MnDOT's comments and the development contract requirement. Budget Impact: The applicant has supplied an escrow and application fee to cover the cost of review and hearing costs for the request. An estimated $297,320 from the Water Fund for the oversized watermain extensions in Decision 2 is included in the draft 2023 budget. II. Staff Workload Impact: City Planner NAC prepared the staff report; their time is coded to the noted escrow. City also staff have time in the review of the application and staff report, estimated at 2-4 hours. III. Comprehensive Plan Impact: The proposed request is consistent with the intent of the City's industrial land use districts as identified in the Monticello 2040 Plan and the Land Use strategy of "accommodating many different kinds of businesses of all shapes and forms." STAFF RECOMMENDED ACTION Staff recommends approval of the Preliminary Plat, Final Plat and Development Contract for Wiha Addition based on findings incorporated into the attached resolution and subject to the conditions in Exhibit Z. The plat meets the minimum required subdivision standards, accommodates a use that is consistent with the proposed land use plan, and the zoning requirements for. The site plan provided by the applicants also meets the zoning requirements for compatible development. SUPPORTING DATA A. Resolution 2022-131 B. Resolution PC -2022-049 C. Aerial Site Image City Council Agenda: 11/28/2022 D. Applicant Narrative E. Certificate of Survey F. Preliminary Plat G. Draft Final Plat H. Civil Plans, Including: a. Existing Topography & Removals Plan b. Grading, Drainage & Sediment Control Plan c. Staking Plan d. Pedestrian Ramp Staking Plan e. Utility Plan f. Paving & Restoration Plan I. Landscape Plan J. Building Elevations and Floor Plans K. Stormwater Management Plan L. Stormwater Pollution Prevention Plan M. City Engineer's Letter, dated October 28th, 2022 N. Fire Code Letter, dated October 27th, 2022 0. MnDOT Review Letter P. Development Contract — Wiha Addition Q. Finance Plan — Wiha Addition R. Monticello Zoning Ordinance, Excerpt Z. Conditions of Approval EXHIBIT Z Conditions of Approval Preliminary and Final Plat of Wiha Addition (currently Lots 9-13, Lauring Hillside Terrace) 1. The applicants provide an updated screening and landscaping plan showing consistency with the comments in this report (screening/landscaping of the loading and trash handling areas) as a component of building permit application. 2. The plat development is required to include installation of a sidewalk along 7th Street. 3. Addition of a sidewalk connecting the public street pathway/sidewalk to the walkway around and to the building entrance points. City Council Agenda: 11/28/2022 4. Compliance with the terms of the City's Engineering Staff letter dated October 28th, 2022 including comments related easements and public utilities. 5. Compliance with the terms of the Chief Building Official's letter dated October 27th, 2022. 6. The Developer shall execute the required Development Agreement outlining the terms and conditions of the Plat; these contracts shall be subject to the comments of the City Attorney. (Condition added by Planning Commission) 7. Compliance with the comments of the Minnesota Department of Transportation related to the Plat (Condition added by Planning Commission) 8. Comments and recommendations of other Staff and Planning Commission. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA CITY COUNCIL RESOLUTION NO. 2022-131 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF MONTICELLO APPROVING THE PRELIMINARY AND FINAL PLAT AND DEVLEOPMENT CONTRACT FOR WIHA ADDITION WHEREAS, the applicant is seeking a replatting of a parcel of currently vacant land; and WHEREAS, the proposed plat would consist of development opportunity for a light - manufacturing facility as a permitted use in the IBC, Industrial and Business Campus zoning district; and WHEREAS, the site has previously been platted but has not been developed; and WHEREAS, the plat creates a dedication for public easements related to drainage and utilities; and WHEREAS, the platted lot will be consistent with requirements of the City's Subdivision and Zoning Ordinance requirements under the appropriate IBC standards; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Employment Campus; and WHEREAS, the Planning Commission has reviewed the application for the plat pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on November 1, 2022 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 the following Findings of Fact in relation to the recommendation of approval; and WHEREAS, on November 1, 2022 the Planning Commission recommended approval of the preliminary plat with the following Findings of Fact and conditions of approval; and WHEREAS, the City Council has considered the Planning Commission's recommendation and all of the comments and the staff report; and WHEREAS, the City Council of the City of Monticello makes the following Findings of Fact in relation to the approval: 1. The proposed uses are consistent with the intent and purpose of the IBC, Industrial and Business Campus District. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed access and development details meet the intent and requirements of the applicable zoning regulations and are consistent with the applicable land use policies and ordinances. 5. As a property which has been designated for such uses for many years, the proposed plat is not anticipated to negatively impact surrounding residential properties. 6. Approval of the plat will not result in the need for additional road or utility infrastructure other than that being provided for the proposed use and should not otherwise negatively impact the health or safety of the community. NOW, THEREFORE, BE IT RESOLVED, by City Council of the City of Monticello, Minnesota, that the Final Plat for Wiha Addition is hereby approved, subject to the conditions listed in Exhibit Z of the staff report as follows 1. The applicants provide an updated screening and landscaping plan showing consistency with the comments in this report (screening/landscaping of the loading and trash handling areas) as a component of building permit application. 2. The plat development is required to include installation of a sidewalk along 7th Street. 3. Addition of a sidewalk connecting the public street pathway/sidewalk to the walkway around and to the building entrance points. 4. Compliance with the terms of the City's Engineering Staff letter dated October 28, 2022 including comments related easements and public utilities. 5. Compliance with the terms of the Chief Building Official's letter dated October 27, 2022. 6. The Developer shall execute the required Development Agreement outlining the terms and conditions of the Plat; these contracts shall be subject to the comments of the City Attorney. 7. Compliance with the comments of the Minnesota Department of Transportation related to the Plat. 8. Comments and recommendations of other Staff and Planning Commission. BE IT FURTHER RESOLVED BY THE CITY COUNCIL OF MONTICELLO, MINNESOTA, that the document titled "Development Contract for Wiha Addition" with assignment of the specific terms and conditions for public improvements and the specific terms and conditions for plat development, is hereby approved. ADOPTED this 28th day of November, 2022, by the City Council of the City of Monticello, Minnesota. MONTICELLO CITY COUNCIL 93 ATTEST: Jennifer Schreiber, City Clerk Lloyd Hilgart, Mayor CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2022-049 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF A PRELIMINARY PLAT FOR WIHA ADDITION WHEREAS, the applicant is seeking a replatting of a parcel of currently vacant land; and WHEREAS, the proposed plat would consist of development opportunity for a light - manufacturing facility as a permitted use in the IBC, Industrial and Business Campus zoning district; and WHEREAS, the site has previously been platted but has not been developed; and WHEREAS, the plat creates a dedication for public easements related to drainage and utilities; and WHEREAS, the platted lot will be consistent with requirements of the City's Subdivision and Zoning Ordinance requirements under the appropriate IBC standards; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Employment Campus; and WHEREAS, the Planning Commission has reviewed the application for the plat pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on November 1st, 2022 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 the following Findings of Fact in relation to the recommendation of approval: 1. The proposed uses are consistent with the intent and purpose of the IBC, Industrial and Business Campus District. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed access and development details meet the intent and requirements of the applicable zoning regulations, and are consistent with the applicable land use policies and ordinances. 5. As a property which has been designated for such uses for many years, the proposed plat is not anticipated to negatively impact surrounding residential properties. 6. Approval of the plat will not result in the need for additional road or utility infrastructure other than that being provided for the proposed use, and should not otherwise negatively impact the health or safety of the community. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota recommends to the City Council that the proposed Preliminary Plat for Wiha Addition be approved, subject to the conditions of Exhibit Z of the staff report, as follows: 1. The applicants provide an updated screening and landscaping plan showing consistency with the comments in this report (screening/landscaping of the loading and trash handling areas) as a component of building permit application. 2. The plat development is required to include installation of a sidewalk along 711 Street. 3. Addition of a sidewalk connecting the public street pathway/sidewalk to the walkway around and to the building entrance points. 4. Compliance with the terms of the City's Engineering Staff letter dated October 28th, 2022, including comments related to easements and public utilities. 5. Compliance with the terms of the Chief Building Official's letter dated October 27th, 2022. 6. The Developer shall execute the required Development Agreement outlining the terms and conditions of the Plat; these contracts shall be subject to the comments of the City Attorney. 7. Compliance with the comments of the Minnesota Department of Transportation related to the Plat. 8. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 11t day of November, 2022 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION By• Andrew Tapper, V air ATTEST: Angela Schurgak4, Community Development Director Hy ��7 T) 94 73 F�l KiML Im cONsrRacTION September 29, 2022 To: City of Monticello Planning Department From: Kinghorn Construction Project: Wiha Tool Subj: Narrative regarding WIHA USA company and their plans to construct a new facility in Monticello, MN WIHA Tool was founded in 1939 in Germany by Willi Hahn. It has become a global leader in the manufacture and distribution of professional grade hand tools. They have 1400 employees world-wide. WIHA USA is the largest WIHA subsidiary and was initiated right here in Monticello, MN in 1985. WIHA USA services North, Central and South America offering 3500 different products and provides all the packaging, shipping and customer service from their Monticello facility. WIHA has gained a reputation for premium quality products and customer service. They focus on application -driven design, engineered products especially for Tradespeople. The family owned company has received the Manufacturing Excellence Award (MX Award) as the best German SME (small business enterprise). They are the first hand tool manufacturer in the world to receive the internationally recognized AGR (Aktion Gesunder Rucken) seal of approval. When they settled in Monticello, they did so as tenants in the Bondhus Corporation building at 1400 Broadway St. E., Monticello. WIHA USA currently occupies the facility they originally built located at 1348 Dundas Circle, Monticello. Their first phase was 8300 square feet and then they added a second phase of 13,443 square feet. They have outgrown their current facility and require a new facility with room for expansion in the future. They explored a third addition on their existing site because this was not feasible, they looked regionally for relocation options and in the end decided to expand to this new site on East 7th Street. This new planned facility will be 72,540 square feet with the ability to add another 82,202 square feet. It will be constructed with concrete precast panels and include office and warehouse along with an interior mezzine for additional office and storage areas as shown on the plans. The building will be 28' clear on the inside and 35 feet tall on the highest point of the exterior walls. There will be windows as shown on the plans. The building is completely sprinkled and no variances are being requested. Two accesses to the property provide a drive around the building for fire department purposes. The storm water, parking, handicap parking, fire hydrants and ponding are all according to code. Landscaping will complete the finish of the project. The large billboard on the property is being removed and all site lighting is LED and is designed to meet the city lighting code. We are currently seeking preliminary and final plat approval. Once approvals are complete we will be procuring material for a Spring 2023 Construction Start. Currently they have 57 employees but that will increase once space allows. Their hours are from 7:00 AM to 5:00 PM Monday thru Friday. There could be some adjustment for seasonal trends. 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M I a o I I I Future Building I I 1 <<� 1 I I I I 1 1 1 1 �A mF7 77 L I A I II I 1 � I 1 I I 1 ' ^I II I� r- TI 1 r- � r_- I_) N I i I I I _ 1 1_ I_) E) A i II C' II L_ /-\ i IU I\ 1 1 N \ 7 I i r L I G II I I I 1 1 \�Z �00. r\I ITI %-,\T n L I I \ o e 661 ` 220.00 �' l i 421.71 1 11a y 6 > Billboard Above) 1 N I 16, L 1 1 ��ne of \� �I \ ° I — Concrete Pillor �/ I I I 16 61 ht of Way 94 state 0l \ I N Chainlink Fence I 1 i I I Narth at e Interti 1 o �� 00 N i Edge a of Gravel Shoulder- Proposed houlder-Proposed Parking I I J �I- 140 i 16 61 — —1 71 , I I I _ N N 98� '32„W Al' 12 and ACE / n 61 I I J___140-00 N75°22 of Uots 9, A0-TE?TERR I — N Sout kine 2' 1_ AUR1NG N J A I _ N n _ N 140.00 N Chainlink Fence _ r- n 1\ � I n\� 1 v� ° ✓ n T n T 1 r\ I T �- 1�✓ l i-\ 1 �- Edge of Gravel Shoulder - �7 i I- I G, I I I I I I L I / I / I I \' IR=5829. 58 \ L=15 g� CHp=15.91 � 0.09 N75°17'51„W C.BFRG= Sound Wall -� NOTES: 1� 50 0 50 100 SCALE IN FEET LEGEND = DENOTES HYDRANT D4 = DENOTES GATE VALVE N DENOTES WATER LINE I0000 DENOTES \ ->- = DENOTES SANITARY SEWER LINE 0 ® = DENOTES CATCHBASIN -»- = DENOTES STORM SEWER LINE = DENOTES EDGE OF WOODS = DENOTES I I DENOTES DECIDUOUS TREE (DIAMETER) I DENOTES SHRUB --965-- = DENOTES SURFACE CONTOUR (1 FT. INTERVAL) • = 1 I O = 1 1 O = Co SET IRON MONUMENT )�( = DENOTES LIGHT POLE D = I 91 �� I I� I Iw BITUMINOUS SURFACE i = DENOTES CONCRETE SURFACE N = DRAINAGE & UTILITY EASEMENT r) I I Nyco E -0 r- o Iw J O Q U CLL M I 11 I I I I L.L.I - 0 � 3 N j0 3 I I. j CQ0 3 00 1- N Edge of field \ w O I r LLJ-------95.2----- — U I L`' I I I I LO LO� I I I N I I IGo IN C I� Z z 7- N� i iL0 10 I �z 11 Iz I 12 I 13 I I� C w W I = O Q a z I PID:155-029-002090 I I z PID: 155-029-002100 I I PID: 155-029-002110 [ I PID: 155-029-002120 M PID: 155-029-002130 m \/ / V � o n Yiw Q I o, I 1 [ I Proposed Parking o� I I I I I / �`" -2 ft: I o I Proposed Building I I I o \o� �\I � J (n= I a I I /o 49c _j I o oo n- �Q I 1 — 118.6 1 ° I e 661 ` 220.00 �' l i 421.71 1 11a y 6 > Billboard Above) 1 N I 16, L 1 1 ��ne of \� �I \ ° I — Concrete Pillor �/ I I I 16 61 ht of Way 94 state 0l \ I N Chainlink Fence I 1 i I I Narth at e Interti 1 o �� 00 N i Edge a of Gravel Shoulder- Proposed houlder-Proposed Parking I I J �I- 140 i 16 61 — —1 71 , I I I _ N N 98� '32„W Al' 12 and ACE / n 61 I I J___140-00 N75°22 of Uots 9, A0-TE?TERR I — N Sout kine 2' 1_ AUR1NG N J A I _ N n _ N 140.00 N Chainlink Fence _ r- n 1\ � I n\� 1 v� ° ✓ n T n T 1 r\ I T �- 1�✓ l i-\ 1 �- Edge of Gravel Shoulder - �7 i I- I G, I I I I I I L I / I / I I \' IR=5829. 58 \ L=15 g� CHp=15.91 � 0.09 N75°17'51„W C.BFRG= Sound Wall -� NOTES: 1� 50 0 50 100 SCALE IN FEET LEGEND = DENOTES HYDRANT D4 = DENOTES GATE VALVE N DENOTES WATER LINE ® = DENOTES SANITARY SEWER MANHOLE ->- = DENOTES SANITARY SEWER LINE 0 ® = DENOTES CATCHBASIN -»- = DENOTES STORM SEWER LINE = DENOTES EDGE OF WOODS = DENOTES CONIFEROUS TREE >� = DENOTES DECIDUOUS TREE (DIAMETER) s' = DENOTES SHRUB --965-- = DENOTES SURFACE CONTOUR (1 FT. INTERVAL) • = DENOTES FOUND IRON MONUMENT O = DENOTES FOUND CAST IRON MONUMENT O = DENOTES SET IRON MONUMENT )�( = DENOTES LIGHT POLE D = DENOTES TELEPHONE PEDESTAL © = DENOTES ELECTRIC TRANSFORMER ❑ = DENOTES BITUMINOUS SURFACE ° = DENOTES CONCRETE SURFACE N = DRAINAGE & UTILITY EASEMENT 1. In providing this survey no attempt has been made to obtain or show data concerning existence, size, depth, condition, capacity or location of any utility existing on the site, whether private, municipal or public owned. 2. The professional surveyor has made no investigation or independent search for easements of record, encumbrance, restrictive covenants, ownership title evidence, or any other facts that an accurate and current title search may disclose. 3. Square footage of lot is 560,649 sq. ft. or 12.87 acres. 4. This lot is in Section 11 Township 121 Range 25. 5. Existing PID Nos. 155-029-002090, 155-029-002100, 155-029-002110, 155-029-002120, 155-029-002130. EXISTING PROPERTY DESCRIPTION: Lots 9, 10, 11, 12 and 13, Block 2, LAURING HILLSIDE TERRACE, Wright County, Minnesota. PROPOSED PROPERTY DESCRIPTION: Lot 1, Block 1, WIHA ADDITION, Wright County, Minnesota. 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Block 2 LAURING HII I SInF TFRRAr F - G I I' �> -7T PID: 155-015-043050 Gardner Properties LLC r r - P- G - I PID: 155-015-043010 Hoyt Apartments LLC K A /\ N I T I F- I V I -IVI \J IN 1 PID: 155-015-042010 Bluffs in Monticello LLC a C EXISTING PROPERTY DESCRIPTION: Lots 9, 10, 11, 12 and 13, Block 2, LAURING HILLSIDE TERRACE, Wright County, Minnesota. Municipality. City of Monticello Existing Zoning: IBC -Industrial and DENOTES Business Campus Proposed Use: Industrial Road Mileage: 0 LF or 0.00 Miles Street Lighting as required Proposed Utilities: Sewer: City DENOTES Water: City Plat Area: Total Area: 560,649 Sq.Ft. = 12.87 Acres Proposed ROW: 0 Sq.Ft. = 0.00 Acres Park Area: 0 Sq.Ft. = 0.00 Acres - - - S64°16'07"E DRAINAGE AND UTILITY D » -- » » » D » 7OF).O5 D > >> ' » » » >I-IJUR D EASEMENTS ARE SHOWN THUS: — — — — — — N 956 — — —_ — — — - _ - - N �� I _ — — — — 1- — _ _ _ _ — \ \ \ \ 939 / N �i f�1 2 III II \ -940__J Edge of field -, i I y I I 1\ i I 1 / 1-1 /ff=�r-�i II/ J / 1 i 1 0 0) �to AM 16 0 iiiiiQ0w �II I Ln I I \\ I I { / ���-P,o / \ 1\11I I I / (NOT TO SCALE) p4" I I I II\\\I Being 12.00 feet in width and adjoining all right of way lines unless otherwise shown on this plat and being 12.00 feet in width and adjoining all side and rear lot lines I1\\\ o v I unless otherwise shown on this plat. �Q- \\ 1\1\\ �N; /\N I^TL)I I TIk1N I .c° � ��`I 1\\ L \\\\I �ca \ 1 r <a" I I I I I I I I I I I \°6 ° �,I PID: 155-050-001010 �o � \ \ Bluffs in Monticello LLC \ 1 a, I I I I III i -\ I �- �` I I I I I I A �) I N I /� 1 1 I I I I, I n r- _ I_). i) A 1F1 I L_ L_ i Imo; I v L_ I I \ I.I II ,L_ // 1 \ \\1 /—\ CJ I V / 1 I/ j I a l l I III III 1 I I \I 1\ 1/ \�; \ I I I IIII \\ 6, o° r-� I I T I /1 T AI I L QI T 1, I I I 11 1 1 /l , 4) ,, 1 1 1 1 1 1 1 I\ ��o, / U I L_ \-/ I ,-� 00 N I \\ I I I I I I I I \\ •��o_ I, I I '' I I I I I I l l w PID: 155-050-000020 rna' ' =-1 1 Bluffs in Monticello LLC I I I ; I I �; T I Lw - 7 aQ I I 1 aQ) U� I 1 Q< o \\ Bluffs Sin Monticello 0�LC / II I oo I L II IIII h Edge of field-__ o ;�°° �L ' �� �Q)~ �W I III IrnI II rn IIIIIIIIIIIIII I /fI \ \ R \ \ 1\ \ 1 1 A �6o w ° W J o J o �rnomrni 0) 0) 0) PID: \Iv�Iv�II TI IIu/-\NI NI / / / v\ g42 \ \ 1 Monticello Training I J ` I J " I I TJ LLC 9 I II I Z I I 41 I I Z III == I D 0 11 II 11 I/ I L' '\ I 11 I II `, ,'' I I I I z z d� ) I I I/ I I r- w 1--I -------- Center /\\ I 1\� I ,,, \\\ \ 1 I I I I I II �D III �D I I I �E I ,< / I II I II ,I I / ` ' 1�\\\ \ J II / I II I I a) Doa I Q) n o I 11 1 V�a� I 1 a� / 9 \ II II I I o I I I I I V I/ II I �* I I I ��� // 9 \\ \ III I I / I I I I ° I I I / oMM MM Nw o- o- I� a'�� a 0 1 0 - 0- N I I \ // / // I / o0 aa' Q / PID: 155-050-001030 0 0- 1 I I I I°'� I I I l / / / /// l / y ,°/ / / / /\\\\\\\\ \ III Bluffs in Monticello LLC n I 0)wX949-�\ \\\0 o \ 1 1 I / r I I I�� w 11 III \ I I �J\ I I = o I I I I I I 1 I I I h II I I , \ j. / / /' r� ' / / / /// \\\\\� \\ I Bluffs in 155-050-001040 tllLC \ I I ° 00 I I I 000 11 to �J I N s Q / 50 9 rn rn m cZ w I I i� j I I I IBJ II I I I I 1 ��/ I I l p l I I I /"� I\ ,//// / _9�`•\\\\\ 1I Cr 05 / , �9y �— 5B29- 0) L==15 91 R„ CHD==1 5 .91 954p°09'23 „W T, Edge of field I I N7 5°17 51 / I I III III I 960 llillilI a board Abo` "� -952953-- / Sound Wall ,' — ---_— _ 954 = I II Ii IIII I / III IIII Interstra1g tho t ogt 4 5201 i -/ 955 -e Wayln Concrete f'1pro, \\� NEdge of Gravel ShouldertAOrth hWay I Chainlin�Fenc� — — — 1121_- 95 I I g5 Building Setbacks: Front yard: 50 feet Side Corner: 50 feet Rear yard: 40 feet Side yard: 30 feet Lot Summary. 1 Industrial Lot Owner/Subdivider: Patrick Di Perna 1348 Dundas Circle Monticello, MN 55362 Designer/Surveyor: Hakanson Anderson Assoc. 3601 Thurston Avenue Anoka, MN 55303 (763) 427-5860 Brian Person 60 0 60 120 SCALE IN FEET LEGEND -6-= DENOTES HYDRANT >d = DENOTES GATE VALVE - - = DENOTES WATER LINE ® = DENOTES SANITARY SEWER MANHOLE ->- = DENOTES SANITARY SEWER LINE ® ® = DENOTES CATCHBASIN -»- = DENOTES STORM SEWER LINE = DENOTES EDGE OF WOODS = DENOTES CONIFEROUS TREE = DENOTES DECIDUOUS TREE (DIAMETER) = DENOTES SHRUB = DENOTES SURFACE CONTOUR (1 FT. INTERVAL) • = DENOTES FOUND IRON MONUMENT O = DENOTES FOUND CAST IRON MONUMENT o = DENOTES SET IRON MONUMENT = DENOTES LIGHT POLE D = DENOTES TELEPHONE PEDESTAL © = DENOTES ELECTRIC TRANSFORMER -P-BUR- = DENOTES BURIED ELECTRIC -T-BUR- = DENOTES BURIED TELEPHONE —G —= DENOTES BURIED GAS - - = DENOTES BUILDING SETBACK LINE ❑ = DENOTES BITUMINOUS SURFACE = DENOTES CONCRETE SURFACE 981• � 1--/ / I/ `-- ;-- -- NOTES: / / I / / ,,— I -959 58 N7 5° 2�' 32 W ' 1 p 11, 12 and p,CE' _ _ 953 = — ' I TERR n 1. In providing this survey no attempt has been made to obtain or show data concerning -956 g5-� of Lots 9, HILESIDE - _ = - _ - 954 existence, size, depth, condition, capacity or location of any utility existing on the site, South 11ne 2 LAURING 955 - whether private, municipal or public owned. - 958 — — — — 954 - BIaCIC— — - — — - _ 2. The professional surveyor has made no investigation or independent search for easements 1 -957— — _ — — — — — _ —954- - of record, encumbrance, restrictive covenants, ownership title evidence, or any other facts - 955 - n that an accurate and current title search may disclose. _9561—� --- -955 - _ - s5Chainlink Fence — — _ _ — gg4 I n I v� , 3. The underground utilities shown have been located from field survey information and record -958- — �_ _ — - 954 — — — _ I I� �� I plans. The surveyor makes no guarantees that the underground utilities shown comprise all —_ �— -955— — X957 - - =_ _- _ _ T T - _ _ _- - - _ = -956 - T n T �_ r �1�7� such utilities in the area, either in service or abandoned. The surveyor further does not - IT warrant that the underground utilities shown are in the exact location indicated although 55 he does certify that the are located as accurate) as possible from information available. - 954 — — Educe 9f 6revel-S�uldec � — � � I `I� V I L- I � J Y Y Y _ - -`� The surveyor has not physically located the underground utilities. Prior to any excavation, -954- - - - - contact Gopher State One Call for an on-site location (651-454-0002). The subsurface �955utility information on this survey is utility quality level D. This quality level was determined - - according to the guidelines of CI/ASCE 38-2, entitled "Standard Guidelines for the n Collection and Depiction of Existing Subsurface Utility Data. I4. Bearings are based on the Wright County Coordinate System. 5. All easements dedicated within Lots 9-13, Block 2, LAURING HILLSIDE TERRACE to be vacated by a separate document. 6. Site Benchmark: Top Nut Hydrant in the northeast quadrant of Ramsey Street and 7th Street. Elevation = 956.27 feet (NGVD 1929) VICINITY MAP- SEC.11, T.121, R.25 DATE REVISION I hereby certify that this survey, plan or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional L Surveyor under the laws of the State of esoto. Brian Person, PLS Date 09/21/22 Lic. No. 49138 DESIGNED BY: BP H a ka n so n Anderson Assoc. Inc. Civil Engineers and Land Surveyors 3601 Thurston Ave., Anoka, Minnesota 55303 763-427-5860 FAX 763-427-0520 www.haa—inc.com WIHA ADDITION PRELIMINARY PLAT FOR KINGHORN CONSTRUCTION CITY OF MONTICELLO, MINNESOTA SHEET OF SHEETS DRAWN BY: MSS DATE: 09/21/22 CHECKED BY: BP FILE N0. 3395.18 Sep 28, 2022 - 2: 07pm K:\cad-sury\Land Desktop 2008\3395.18\dwg\3395.18 Pre Plat.dwg WIHA r-, N W U �Q oCh mw �w 0 J J J a� 0 cz �< �a J KNOW ALL PERSONS BY THESE PRESENTS: That Will Hahn Corporation, a Minnesota Corporation under the SURVEYOR'S CERTIFICATE laws of the State of Minnesota, fee owner of the following described property situated in the County of Wright, State of Minnesota, to wit: I Brian Person do hereby certify that this plat was prepared by me or under my direct supervision-, that I am Lots 9, 10, 11, 12 and 13, Block 2, LAURING HILLSIDE TERRACE, Wright County, Minnesota. a duly Licensed Land Surveyor in the State of Minnesota; that this plat is a correct representation of the Has caused the some to be surveyed and platted as WIHA ADDITION, and does hereby dedicate to the public boundary survey; that all mathematical data and labels are correctly designated on this plat; that all for public use the drainage and utility easements as created by the plat. monuments depicted on this plat have been, or will be correctly set within one year; that all water boundaries and wet lands, as defined in Minnesota Statutes, Section 505.01, Subd. 3, as of the date of this certificate In witness whereof said Will Hahn Corporation, a Minnesota Corporation under the laws of the State of Minnesota, are shown and labeled on this plat; and all public ways are shown and labeled on this plat. has caused these presents to be signed by its proper officer this day of , 20 Dated this day of 20 80 co UD —' / -1� 80 �e -04 Ld ^0000 --J - z Z z — L L1J n / / L. <N L _ /LIJ LIJ Gam' 7 LIJ 00 \/) Li J /11A/r I-> t\ A/1N ITI r I \\ 'I, ��0� �1 z 1 I ' n L_\J VV L -I \ IVI\JI \1 1 1 L-L_L_\J 1 v N I/� �1 , \>L_>�> / /\I IT1T I / A �/LJ L_\J G� \v 1\ VOG I 1 N\J> Imo/ �/ I I I \\ I O oo I \\ —7T1 1 ^TI_)r—r—T North line of Lots 9, 10, 11,-\ 00 12 and 13, Block 21 \ LAURING HILLSIDE TERRACE ��I S64°16'07"E — — 706.05 - — — 135.00 — — — 135.00 — — — — — — — — — — — — — — 135.00 — — — — — — — — — — \ � �' � `�\ 215.93 - — — — — — �-- _ _ _ _ 135.00\ 166.05 \ r-, N W U �Q oCh mw �w 0 J J J a� 0 cz �< �a J KNOW ALL PERSONS BY THESE PRESENTS: That Will Hahn Corporation, a Minnesota Corporation under the SURVEYOR'S CERTIFICATE laws of the State of Minnesota, fee owner of the following described property situated in the County of Wright, State of Minnesota, to wit: I Brian Person do hereby certify that this plat was prepared by me or under my direct supervision-, that I am Lots 9, 10, 11, 12 and 13, Block 2, LAURING HILLSIDE TERRACE, Wright County, Minnesota. a duly Licensed Land Surveyor in the State of Minnesota; that this plat is a correct representation of the Has caused the some to be surveyed and platted as WIHA ADDITION, and does hereby dedicate to the public boundary survey; that all mathematical data and labels are correctly designated on this plat; that all for public use the drainage and utility easements as created by the plat. monuments depicted on this plat have been, or will be correctly set within one year; that all water boundaries and wet lands, as defined in Minnesota Statutes, Section 505.01, Subd. 3, as of the date of this certificate In witness whereof said Will Hahn Corporation, a Minnesota Corporation under the laws of the State of Minnesota, are shown and labeled on this plat; and all public ways are shown and labeled on this plat. has caused these presents to be signed by its proper officer this day of , 20 Dated this day of 20 G Will Hahn Corporation Signature as Printed Name Title STATE OF MINNESOTA COUNTY OF This instrument was acknowledged before me this day of 20 , by of Will Hahn Corporation, a Minnesota corporation under the laws of the State of Minnesota, on behalf of the corporation. Signature Printed Name Notary Public, My commission expires -7 I A I II I N I/ I III I ^ I17� F- T r- A F- L_/ -\UI \II N\7 FIIL_LLJL_ I L_I \I L- d p Co co UD rn `° Co �e -04 Ld ^0000 0 z Z z / I / I <N L _ I Gam' 7 <o 00 LOT1 \\ 'I, ��0� �1 z 1 I ' n \ I \ 1 G Will Hahn Corporation Signature as Printed Name Title STATE OF MINNESOTA COUNTY OF This instrument was acknowledged before me this day of 20 , by of Will Hahn Corporation, a Minnesota corporation under the laws of the State of Minnesota, on behalf of the corporation. Signature Printed Name Notary Public, My commission expires -7 I A I II I N I/ I III I ^ I17� F- T r- A F- L_/ -\UI \II N\7 FIIL_LLJL_ I L_I \I L- d p II Way line of I I North Int a, Na' 94 1 ' Interstate A40-00 I I 140.009a 2'32 'W9, 10, 11, 12TERRACE / h 7n °t Lots SoutRING HILLSIDE 1 �� Block I. 140.00 421 -71 3gB-07 I / L=15.91 R_ 5829 23C00==15 -91 C.6 °17' S1RG_N� 5 W O Denotes 1/2 inch by 14 inch iron monument set and marked with Minnesota License No. 49138. • Denotes found iron monument OO Denotes found MnDOT Right of Way monument. For the purposes of this plat the North line of Lots 9-13, Block 2, LAURING HILLSIDE TERRACE, is assumed to bear S64°16'07"E. NOTE: Drainage & Utility Easement Within Lots 9-13, Block 2, LAURING HILLSIDE TERRACE Vacated Per Document No. County, ICINITY MAP SEC.11, T.121, R.25 60 0 60 120 SCALE IN FEET 1 INCH = 60 FEET Brian Person, Licensed Land Surveyor Minnesota License No. 49138 STATE OF MINNESOTA COUNTY OF The foregoing Surveyor's Certificate was acknowledged before me this day of 20 by Brian Person, Land Surveyor, Minnesota License No. 49138. Signature Printed Name Notary Public, County, My commission expires CITY COUNCIL, CITY OF MONTICELLO, MINNESOTA This plat of WIHA ADDITION was approved and accepted by the City Council of Monticello, Minnesota at a regular meeting held this day of . 20 and said plat is in compliance with the provisions of Minnesota Statutes, Section 505.03, Subd. 2. B y: B y: Mayor City Clerk CITY OF MONTICELLO PLANNING COMMISSION Be it known that at a meeting held on this day of 20 , the Planning Commission of the City of Monticello, Minnesota, did hereby review and approve this plat of WIHA ADDITION. Chair Person Secretary WRIGHT COUNTY SURVEYOR I hereby certify that in accordance with Minnesota Statutes, Section 505.021, Subd. 11, this plat has been reviewed and approved this day of , 20 Wright County Surveyor WRIGHT COUNTY LAND RECORDS Pursuant to Minnesota Statutes, Section 505.021, Subd. 9, taxes payable for the year 20 on the land hereinbefore described have been paid. Also, pursuant to Minnesota Statutes, Section 272.12, there are no delinquent taxes and transfer entered this day of , 20 Wright County Land Records By: Deputy WRIGHT COUNTY RECORDER I hereby certify that this instrument was filed in the office of the County Recorder for record on this day of , 20 at o'clock M. and was duly recorded in Cabinet No. Sleeve as Document No. Wright County Recorder DRAINAGE AND UTILITY EASEMENTS ARE SHOWN THUS: I N---] 12 i r — — — J (NOT TO SCALE) Being 12.00 feet in width and adjoining all right of way lines unless otherwise shown on this plat and being 12.00 feet in width and adjoining all side and rear lot lines unless otherwise shown on this plat. ��Hakanson I11Anderson Co J rn `° Co �e -04 Ld ^0000 0 z Z z / I / W I 00 z 1 I ' n \ I \ 1 v I \v 1\ VOG I I I \\ I I \\ II Way line of I I North Int a, Na' 94 1 ' Interstate A40-00 I I 140.009a 2'32 'W9, 10, 11, 12TERRACE / h 7n °t Lots SoutRING HILLSIDE 1 �� Block I. 140.00 421 -71 3gB-07 I / L=15.91 R_ 5829 23C00==15 -91 C.6 °17' S1RG_N� 5 W O Denotes 1/2 inch by 14 inch iron monument set and marked with Minnesota License No. 49138. • Denotes found iron monument OO Denotes found MnDOT Right of Way monument. For the purposes of this plat the North line of Lots 9-13, Block 2, LAURING HILLSIDE TERRACE, is assumed to bear S64°16'07"E. NOTE: Drainage & Utility Easement Within Lots 9-13, Block 2, LAURING HILLSIDE TERRACE Vacated Per Document No. County, ICINITY MAP SEC.11, T.121, R.25 60 0 60 120 SCALE IN FEET 1 INCH = 60 FEET Brian Person, Licensed Land Surveyor Minnesota License No. 49138 STATE OF MINNESOTA COUNTY OF The foregoing Surveyor's Certificate was acknowledged before me this day of 20 by Brian Person, Land Surveyor, Minnesota License No. 49138. Signature Printed Name Notary Public, County, My commission expires CITY COUNCIL, CITY OF MONTICELLO, MINNESOTA This plat of WIHA ADDITION was approved and accepted by the City Council of Monticello, Minnesota at a regular meeting held this day of . 20 and said plat is in compliance with the provisions of Minnesota Statutes, Section 505.03, Subd. 2. B y: B y: Mayor City Clerk CITY OF MONTICELLO PLANNING COMMISSION Be it known that at a meeting held on this day of 20 , the Planning Commission of the City of Monticello, Minnesota, did hereby review and approve this plat of WIHA ADDITION. Chair Person Secretary WRIGHT COUNTY SURVEYOR I hereby certify that in accordance with Minnesota Statutes, Section 505.021, Subd. 11, this plat has been reviewed and approved this day of , 20 Wright County Surveyor WRIGHT COUNTY LAND RECORDS Pursuant to Minnesota Statutes, Section 505.021, Subd. 9, taxes payable for the year 20 on the land hereinbefore described have been paid. Also, pursuant to Minnesota Statutes, Section 272.12, there are no delinquent taxes and transfer entered this day of , 20 Wright County Land Records By: Deputy WRIGHT COUNTY RECORDER I hereby certify that this instrument was filed in the office of the County Recorder for record on this day of , 20 at o'clock M. and was duly recorded in Cabinet No. Sleeve as Document No. Wright County Recorder DRAINAGE AND UTILITY EASEMENTS ARE SHOWN THUS: I N---] 12 i r — — — J (NOT TO SCALE) Being 12.00 feet in width and adjoining all right of way lines unless otherwise shown on this plat and being 12.00 feet in width and adjoining all side and rear lot lines unless otherwise shown on this plat. ��Hakanson I11Anderson w J I LO i CD 0 WIHA TOOL SITE DEVELOPMENT PLANS FOR KINGHORN CONSTRUCTION IN THE CITY OF MONTICELLO GOVERNING SPECIFICATIONS THE 2020 EDITION OF THE MINNESOTA DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATIONS FOR CONSTRUCTION" SHALL GOVERN FOR STORM SEWER AND PARKING LOT WORK. THE 2018 EDITION OF THE CITY ENGINEER'S ASSOCIATION OF MINNESOTA "STANDARD SPECIFICATIONS" SHALL GOVERN FOR SANITARY SEWER AND WATERMAIN WORK. ALL FEDERAL, STATE AND LOCAL LAWS, REGULATIONS, AND ORDINANCES SHALL BE COMPLIED WITH IN THE CONSTRUCTION OF THIS PROJECT. ALL TRAFFIC CONTROL DEVICES AND SIGNING SHALL CONFORM TO THE LATEST EDITION OF THE MINNESOTA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, INCLUDING THE LATEST FIELD MANUAL FOR TEMPORARY TRAFFIC CONTROL ZONE LAYOUTS. SHEET INDEX THIS PLAN CONTAINS 14 SHEETS SHEET NO. DESCRIPTION C1 TITLE SHEET C2 CONSTRUCTION NOTES, PROJECT LEGEND, DETAILS AND TABULATIONS C3-C6 DETAILS C7 EXISTING TOPOGRAPHY AND REMOVALS PLAN F C8 GRADING, DRAINAGE AND SEDIMENT CONTROL PLAN qST '�/ss/S C9 STAKING PLAN FR S/A C10 PEDESTRIAN RAMP STAKING PLAN C11 UTILITY PLAN C12 PAVING AND RESTORATION PLAN 'ee ,` 9ROgo R L1 LANDSCAPE PLAN B �� wq y I 500 0 500 1000 L2 LANDSCAPE DETAILS & SPECIFICATIONS �m ' � aQ QQ � STREET V� STH $T �� 3R0 ST SCALE IN FEET RFFT s 0 Hakanson Anderson Civil Engineers and Land Surveyors 3601 Thurston Ave., Anoka, Minnesota 55303 763-427-5860 FAX 763-427-0520 Jl[ PROJECT LOCATION THE SUBSURFACE UTILITY INFORMATION IN THIS PLAN IS UTILITY QUALITY LEVEL D. THIS QUALITY LEVEL WAS DETERMINED ACCORDING TO THE GUIDELINES OF CI/ASCE 38-02, ENTITLED "STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING SUBSURFACE UTILITY DATA." 94 BENCHMARKS: 1. TOP NUT OF HYDRANT IN THE NORTHEAST QUADRANT OF WRIGHT STREET AND 7TH STREET. ELEV=956.90 2. TOP NUT OF HYDRANT IN THE NORTHEAST QUADRANT OF RAMSEY STREET AND 7TH STREET. ELEV=956.27 VI I I Vr IVIVIV I IIrGLLV, WRIGHT COUNTY, MINNESOTA 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. 43362 DATE 9/20/22 TIMOTHY A. EGGERI H , P.E. LIC. NO. HAKANSON ANDERS DESIGN ENGINEER DATE I REVISION 1 SHEET C1 OF C12 SHEETS 3395.18 i A .e Ln i CD 0 z Q J n i c� z I w z F 0 0z 00 W O,- 0o Ln N � o� N w ry Qn GENERAL CONSTRUCTION AND SOILS NOTES: 1. CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 2020 EDITION OF THE MINNESOTA DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATIONS FOR CONSTRUCTION". 2. STRIP ALL INPLACE TOPSOIL IN AREAS TO BE DISTURBED BY CONSTRUCTION AND REUSE AS SLOPE DRESSING. IN AREAS OF PARKING LOT AND BUILDING CONSTRUCTION, THE EXPOSED SOIL SHALL BE SURFACE COMPACTED TO AT LEAST 100% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY, ASTM D698, IN AT LEAST THE UPPER 3 FEET. 3. UNLESS OTHERWISE RECOMMENDED IN THESE PLANS, THE GRADING SUBGRADE SHALL BE CONSTRUCTED OF SUITABLE GRADING MATERIAL. THE FILL SHALL BE PLACED IN 8" LOOSE LIFTS, AND COMPACTED TO 100% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY. 4. SUITABLE GRADING MATERIAL FOR THIS PROJECT SHALL CONSIST OF ALL SOILS ENCOUNTERED WITH THE EXCEPTION OF TOPSOIL, SILT, DEBRIS, ORGANIC MATERIAL AND OTHER UNSTABLE MATERIAL. 5. CONTRACTOR SHALL REVIEW THE GEOTECHNICAL EVALUATION REPORT, PREPARED BY AMERICAN ENGINEERING TESTING AND DATED JUNE 27, 2022, FOR ADDITIONAL SITE PREPARATION REQUIREMENTS. 6. PROVIDE A SAW CUT WHEN PLACING NEW PAVEMENT ADJACENT TO INPLACE PAVEMENT AND AT TERMINI OF CONSTRUCTION TO ENSURE A UNIFORM JOINT. 7. BITUMINOUS AND CONCRETE ITEMS DISTURBED BY CONSTRUCTION SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE DISPOSED OF IN ACCORDANCE WITH MN/DOT SPEC. 2104. 8. USE TACK COAT BETWEEN ALL BITUMINOUS MIXTURES. THE BITUMINOUS TACK COAT MATERIAL SHALL BE APPLIED AT A UNIFORM RATE OF 0.04 GAL/SY TO 0.06 GAL/SY BETWEEN BITUMINOUS LAYERS. THE APPLICATION RATES ARE FOR UNDILUTED EMULSIONS. 9. THE BITUMINOUS MIXTURES SHALL MEET THE REQUIREMENTS OF SPECIFICATIONS 2360 AND 3139. 10. CONTRACTOR SHALL APPLY FOR A DEPARTMENT OF LABOR AND INDUSTRY PERMIT PRIOR TO CONSTRUCTING ANY UNDERGROUND UTILITIES SHOWN ON THESE PLANS. CONTRACTOR SHALL ADDRESS ALL THE COMMENTS FROM THE DEPARTMENT OF LABOR AND INDUSTRY AS PART OF THE PERMIT APPLICATION PROCESS. 11. ALL DISTURBED AREAS SHALL BE RESTORED WITH 4" OF TOPSOIL AND EITHER SEED OR SOD. SEE THE PAVING AND RESTORATION PLAN FOR ADDITIONAL REQUIREMENTS. 12. ALL CONSTRUCTION SHALL CONFORM TO THE CITY'S GENERAL SPECIFICATIONS AND STANDARD DETAIL PLATES FOR STREET AND UTILITY CONSTRUCTION, DATED APRIL 2017, LOCATED ON THE CITY'S WEBSITE, ENGINEERING DEPARTMENT. GENERAL EROSION CONTROL NOTES: 1. EROSION CONTROL SHALL CONFORM TO THE MN/DOT EROSION CONTROL HANDBOOK. 2. PRIOR TO ANY CONSTRUCTION ACTIVITIES, THE CONTRACTOR SHALL ACQUIRE THE MPCA NPDES CONSTRUCTION STORMWATER GENERAL PERMIT. 3. THE CONTRACTOR SHALL INSTALL EROSION AND SEDIMENT CONTROL FACILITIES (BMP'S) PRIOR TO GRADING AND REMOVAL ACTIVITIES. BMP'S SHALL BE MAINTAINED FOR THE DURATION OF CONSTRUCTION ACTIVITIES AND POTENTIAL FOR EROSION HAS PASSED. 4. THE CONTRACTOR SHALL SCHEDULE HIS OPERATION TO MINIMIZE THE AMOUNT OF DISTURBED AREA AT ANY GIVEN TIME. 5. BMP'S SHALL BE INSPECTED DAILY BY THE CONTRACTOR. OBSERVATIONS SHALL BE RECORDED IN AN INSPECTION LOG. 6. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE PROPERLY DISPOSED OF WITHIN THIRTY (30) DAYS AFTER FINAL SITE STABILIZATION. 7. THE CONTRACTOR SHALL FILE A NOTICE OF TERMINATION WITH THE MPCA AFTER FINAL STABILIZATION HAS BEEN APPROVED. REFERENCE NOTES: 10 CONTRACTOR SHALL PROTECT THE INFILTRATION BASIN WITH 48" HIGH ORANGE SAFETY FENCE PRIOR TO THE START OF CONSTRUCTION. �2 CONSTRUCTION EQUIPMENT SHALL BE MINIMIZED OVER THE FOOTPRINT OF THE BASIN. ONLY LOW PRESSURE, WIDE TRACKED EQUIPMENT SHALL BE USED FOR CONSTRUCTION. 03 INFILTRATION BASIN SHALL NOT BE GRADED TO WITHIN THREE FEET OF THE FINAL GRADES UNTIL THE CONTRIBUTING DRAINAGE AREA HAS BEEN CONSTRUCTED AND FULLY STABILIZED OR RIGOROUS EROSION PREVENTION AND SEDIMENT CONTROLS, SUCH AS DIVERSION BERMS, TO KEEP SEDIMENT AND RUNOFF COMPLETELY AWAY FROM THE INFILTRATION BASIN HAVE BEEN PROVIDED. *WN G G P—BUR T—BUR FO—BUR P—OH P—OH x x » >> >> » D D DATE I REVISION LEGEND PROPERTY LINE EASEMENT LINE EXISTING CONTOUR PROPOSED CONTOUR EXISTING CONCRETE CURB PROPOSED CONCRETE CURB GAS MAIN BURIED ELECTRIC LINE BURIED TELEPHONE LINE BURIED FIBER OPTIC LINE OVERHEAD ELECTRIC LINE FENCE EXISTING SANITARY SEWER EXISTING STORM SEWER EXISTING WATERMAIN PROPOSED SANITARY SEWER PROPOSED STORM SEWER PROPOSED WATERMAIN TREE DRIPLINE/EDGE OF BRUSH EXISTING BITUMINOUS PAVEMENT EXISTING CONCRETE PAVEMENT ©o UTILITY PEDESTALS EXISTING HYDRANT �a EXISTING WATERMAIN VALVE ® EXISTING SANITARY SEWER MANHOLE O EXISTING STORM SEWER MANHOLE ® EXISTING CATCH BASINS ® PROPOSED CATCH BASIN ® PROPOSED OUTLET CONTROL STRUCTURE d PROPOSED FLARED END SECTION LIGHT POLE SIGN 0 DECIDUOUS AND CONIFEROUS TREES APPROXIMATE SOIL BORING LOCATION SB—X (E.W_ ,o— DETAIL NUMBER SHEET NUMBER EROSION AND SEDIMENT CONTROL QUANTITIES ITEM MN/DOT SPECIFICATION APPLICATION RATE APPROXIMATE QUANTITY SOD TYPE LAWN 2575 & 3878 N/A 4708 SQYD SEED MIXTURE 21-111 (USE FOR TEMPORARY STABILIZATION, IF NECESSARY) 2575 & 3876 100 LBS/ACRE 500 LBS SEED MIXTURE 25-131 2575 & 3876 220 LBS/ACRE 1148 LBS SEED MIXTURE 33-261 2575 & 3876 35 LBS/ACRE 40 LBS FERTILIZER TYPE 1 2574 & 3881 300 LBS/ACRE 2196 LBS TYPE 1 MULCH MATERIAL (USE FOR TEMPORARY STABILIZATION, IF NECESSARY) 2575 & 3882 2 TONS/ACRE 10 TONS HYDRAULIC MULCH MATRIX 2575 & 3884 2500 LBS/ACRE 11175 LBS STORM DRAIN INLET PROTECTION 2573 N/A 19 EACH CULVERT END CONTROLS 2573 N/A 3 EACH ROLLED EROSION PREVENTION CATEGORY 20 2575 & 3885 N/A 8459 SQ YD ROLLED EROSION PREVENTION CATEGORY 45 2575 & 3885 N/A 577 SQ YD SILT FENCE 2573 & 3886 N/A 2570 LIN FT SEDIMENT CONTROL LOG TYPE STRAW 2573 & 3897 N/A 1501 LIN FT RANDOM RIPRAP CLASS 111 2511 & 3601 N/A 20.2 CU YD CONSTRUCTION ENTRANCE 2573 r N/A 1 LUMP SUM I hereby certify that this plan, specification, or report was DESIGNED BY: prepared by me or under my direct supervision and that I TAE am a duly Licensed Professional Engineer under the laws 10MMMMMMMMIN _M41 of the State of Min DRAWN BY: IMM41 Ef I 'jo TAE 1IM0IHY A. EGMH3f P7 CHECKED BY: Date 9/20/22 Lic. No. 43362 1cii TREE INVENTORY TABULATION Tree Number Tree Name Diameter (inches) Action 765 COTTONWOOD 15 PROTECT 766 SIBERIAN ELM 15 PROTECT 767 BOXELDER 6 P ROTECT 768 SIBERIAN ELM 10 PROTECT 769 SIBERIAN ELM 10 PROTECT 770 BOXELDER 6 P ROTECT 771 SIBERIAN ELM 15 PROTECT 772 GREEN ASH 15 PROTECT 773 BOXELDER 10 PROTECT 774 BOXELDER 24 PROTECT 775 BOXELDER 22 P ROTECT 776 HACKBERRY 18 PROTECT 777 BOXELDER 10 P ROTECT 778 BOXELDER 15 PROTECT 1000 BOXELDER 15 PROTECT 1001 BOXELDER 15 P ROTECT Hakanson Anderson Civil Engineers and Land Surveyors 3601 Thurston Ave., Anoka, Minnesota 55303 763-427-5860 FAX 763-427-0520 www.hakanson—anderson.com ELEV=949.0 1 1 ILI i CONTRACTOR SHALL REMOVE ANY - —j ORGANIC SOIL IN THE INFILTRATION AREA AND REPLACE WITH SIMILAR NATIVE SOILS. COMPACTION SHALL BE MINIMIZED TO THE MAXIMUM EXTENT PRACTICAL. WIHA TOOL POLYESTER SLEEVE MANHOLE COVER ASSEMBLY FILTER ASSEMBLY ISOMETRIC VIEW BOTTOM OF BASIN=946.0 III .. IL FEjIM11, OF EXISTING SOILS 3" TOPSOIL PER MN/DOT SPEC. 3877.2.E INFILTRATION BASIN1002 03 NO SCALE POLYESTER SLEEVE MANHOLE COVER ASSEMBLY a•. x FILTER ASSEMBLY IN-PLACE ELEVATION VIEW STORM DRAIN INLET PROTECTION PLASTIC ZIP TIES (50LB TENSILE) LOCATED IN TOP 8" PRE—CURB POST LENGTH, 5 FT. MIN. AT 6 FT. MAX. SPACING DIRECTION OF —GEOTEXTILE FABRIC, 36" WIDTH RUNOFF FLOW MACHINE SLICE 8"-12" DEPTH STANDARD MACHINE SLICED SILT FENCE DETAILS CONSTRUCTION NOTES, PROJECT LEGEND, DETAILS AND TABULATIONS CITY OF MONTICELLO, MINNESOTA 3395.18 3395.18 z Q J n CD z ry w w z E� �z 00 w CD �00 I Ln N � NO � N Ld o Q (D C.. I I I I I A D A � 35 1/4 43" I CURB INLET FRAME AND CURB BOX O I NEENAH NO. R-3067-VLL € I PLAN I I 4" CONCRETE COLLAR ALL STORM SEWER CASTING ELEVATIONS INSTALL INFRA SHIELD SHOWN ON THE PLANS HAVE BEEN (OR APPROVED EQUAL) DEPRESSED 0.10' BELOW GUTTER EXTERNAL CHIMNEY SEAL ELEVATION (SEE DETAIL 5003) 1 ADJUSTING RINGS 4" MIN - 12" MAX ENCASE IN CONCRETE 6" COLLAR USE CONCRETE CURB MIX FOR COLLAR 24" FINISH - GRADE 31" 2" 3'_ 6" 5.. I . j 34 I 4" MIN. -� 3 - 4" MIN. I 4" CONCREIE COLLAR I SECTION A—A I i NOTES: I POUR A 3" TO 4" CONCRETE COLLAR I AROUND RINGS EXTENDING FROM THE CASTING TO THE PRECAST SECTION I CATCH BASINS LOCATED IN DRIVEWAYS SHALL BE TYPE MnDOT DESIGN H. THE CASTING SHALL BE NEENAH R -3508-A2. l it I I Standard Plate Library City of Monticello Title: Standard Catch Basin Date: 03-05_� Plate No. Revised:- 4002 03-17 NOTE: THIS DRAWING IS TYPICAL FOR ALL FLARED END SECTIONS 24" OR LARGER SHEET PILING AS SHOWN SHALL BE CONSIDERED INCIDENTAL TO FLARED END. NUTS AND BOLTS ON TRASH GUARD MUST REMAIN EXPOSED. (%) W z Q O L1__ O Ld M Q A PLAN CASTING TO BE SET 0.10' BELOW GUTTER ELEVATION INSTALL INFRA SHIELD (OR APPROVED EQUAL) EXTERNAL CHIMNEY SEAL ADJUSTING RINGS 4" MIN - 12" MAX ENCASE WITH CONCRETE COLLAR *15" 24" D V) *48" TYP > *DIMENSION VARI BASED ON STRUC DIAMETER A 35-1/4" 1 43- ,-CURB 3" r CURB INLET FRAME AND CURB BOX STANDARD CASTING - NEENAH R -3067-V MANHOLE COVER TO BE 48" DIA \ CRETEX TYPE II WITH 24% 36" 1 6" OPENING 9., ES TURE CONCRETE DOGHOUSE REQUIRED ON OUTSIDE AND INSIDE OF STRUCTURE AND PIPE CONNECTION RCP PIPE CONCRETE CATCH BASIN MANHOLE NOTES: AND BASE TO BE CRETEX TYPE 4338 OR APPROVED EQUAL 1. BASE TO BE GROUTED TO FORM A SMOOTH INVERT TO OUTLET. SECTION 2. PIPE CUT-OUTS TO BE LOCATED WHERE REQUIRED. CATCH BASIN MANHOLES REQUIRED IN GREEN SPACES SHALL BE CONSTRUCTED OF PRECAST CONCRETE ONLY IN ACCORDANCE WITH Mn/DOT STANDARD PLATE 4006L. THE CASTING SHALL BE NEENAH R-4342. CATCH BASIN MANHOLES LOCATED IN DRIVEWAYS SHALL BE CONSTRUCTED WITH AN ECCENTRIC TOP SLAB WITH A 27" ROUND OPENING. THE CASTING SHALL BE NEENAH R -3508-A2. f Standard Plate Library City of Monticello 41 as o h a- m M Z O O 1= Fr W ¢ U1 W J F W O La 0 M t 00w N75O CIL a Cy D L Z U Q Q S � W �QK � K z' ¢7 Title: Catch Basin _ Manhole Date: Plate No 03-05 4 Revised: 03-1 7 Ln I 003 U (L . > q 5 5 N w z¢ �Ip p wfU rl nTrr(gL'? nj N nld, I .ODrndODlm;tn0?od. In 10 I 0 O M In rl� 00 N d 04110 N MMI M II f CD M 1 o0- 0 ly of Q D - O wK _ a p IL � a K Ir N WD_ (pM p d 10ia0 dlnnM�MtO NO N l0 [O ANN 0 colo M'n N P13 V DD O -W to a0 CA t` 10�N 16 NIM OI O� of OZ M11� U1� N r N q 1['Y N'M O � N IDN to CO T O D q N M t0 1� O 0 H M N IH- 0 > y NI A,p J O Z = �Elf W W OZ (, H- U p Fiq d Er wd p� Ir 10 ONM UI In d' d0'D I !O TIM Ci W TMtO N1d rNINN T -:1D OM'I�N€� d MM 'ItO 0d' dN IC I d - =gip LnO~ Z t p 1%j } n .- U .0:,00. -- I MST N NIM d d ; W7 q NI(O TI11J 0 M j 117 M I� •- 0 00 In O CN4 CV I Ln g 0J00 Q d � VjN O?110; N 4416 W9 1 TIM lO 00;: O ID r2 0'0 6 o€ O O ri N r, 7 O d' 0 Ji d M T OD 01I� IO N cD I��NNNM:M 0- t0'IOINI �' OII� vi 0_ En in r ! q In O Oro M?10 to q;M' T { W3 O fn <ICA M M Q ? LL p a Z N 1- lnl0 .-d-I�'O N NIN i M I LOIN Mid I ql 4'10 d Into I CO tD NI ��O f�10iT G d O n Ill a II Q -------L ? NN I� M f In10n L i ' N M1[I ui_ Title: Catch Basin _ Manhole Date: Plate No 03-05 4 Revised: 03-1 7 Ln I 003 U (L IN > O W w Z _- p IX <L riT n�N U 10 In 1D N Z W N 0 1+7 11'70 0 T N O wi W I w O p M II f W M o0- 0 ly of Q D - O wK _ a zoCL 0 - ¢ Of I 0I. Id -� ¢ p Y 0 iri YlN NM w� m D_ o 10�N 16 NIM OI O� Z O ¢ ¢ > wU gZ ww No r U P U :)� a w= CID L.I O ~ ~ y NI A,p J O Z = �Elf W W OZ I W I- F=- ¢ wLL p %' d O 41 U p O -1 Z Cq vi Ld 0 IT OIfN I_0I ".M aWa la7 = XI i U O W Q O m I- I Er � aa I 1 W W9 Q-' I Q =T x M'S in d O FI}IOD p�wU� ca O h � to 100 tnjcO 1 M T OD 01I� IO N cD I��NNNM:M 0- t0'IOINI �' OII� �_ I IN > O W w Z _- p IX <L riT n�N U 10 In 1D 0 T 0 O N 0 1+7 11'70 0 T N 0 N� 'H' In M M O In T Oi Oi M d I n l I Z M II f Q of z _j I 7 O 0I. Id -� =a F- ¢ 0_0' N W IV p I r p W IT W Z J p Y 0 iri YlN NM N o.t0 Oi MIn i�l� In O� dt0 m N t0 N fX1T 10�N 16 NIM OI O� m M,In O d: dT IO � .O00 to I.t"IT �3� U5 WTIO 01 . . ao W 10 0 cD d s > N p U NIN N M Ld O O (n, 0 F=- ¢ wLL p %' d O 41 U T 0 W T Cq vi 0 I, 11)NI N'N IT OIfN I_0I ".M 0 N N 0 � In M T M TI N N W. XI i O m I- I Er � I I 1 Q-' I Q =T x M'S in d O FI}IOD p�wU� ca .--iN 0 I to 100 tnjcO 1 M T OD 01I� IO N cD I��NNNM:M 00 O [V t0'IOINI �' OII� vi 0_ En in r I> W q In O Oro M?10 to q;M' T M CV W3 O fn <ICA M M I o o 'If I �rM !=1 II 1 ^,"I�I^ NIM d d G d O n Ill a II Q z p ¢ w a o oa-. ? NN I� M f In10n tgOin � 000 04 OIC N M1[I Standard Plate Library City of Monticello Title: Riprap Detail Date: 03 -05 -Revised: 03_ 15 Plate No. 4009 TRANSVERSE & LONGITUDINAL BARS 5/8 " FOR 18" TO 27" APRONS 3/4 " FOR 30" & LARGER APRONS. I L 6" MAX -- -- J 6" ANCHOR TOP & BOTH ENDS NOTE: 1. ALL TRASH GUARDS SHALL BE GALVANIZED AFTER FABRICATION PER MNDOT SPEC. 3392 & 3394. 2, APPLIES TO FLARED END SECTIONS 12" OR LARGER. 3. ALL NUTS AND BOLT ATTACHING TRASH GUARD TO THE FLARED END SECTION SHALL BE LEFT EXPOSED Standard Plate Library City of Monticello Title: Trash Guard for End Section )ate: 03-05 Plate No. - -. - 4007 Revised: 03-15 DATE REVISION I hereby certify that this plan, specification, or report was DESIGNED BY: DETAILS SHEET prepared by me or under my direct supervision and that I TAE Hakanson A am a duly Licensed Professional Engineer under the laws C5 of the State of Min DRAWN BY: Civil Engineers and Land Surveyors OF 3601 Thurston Ave., Anoka, Minnesota 55303 WIHA TOOL 'jo I TAE CHECKED BY: 763-427-5860 FAX 763-427-0520 C12 Date 9/20/22GM Lic. No. 43362 CJJ www.hakanson—anderson.com CITY OF MONTICELLO, MINNESOTA SHEETS 3395.18 Q w I DO LO >0 I LO N � DATE N w -- ,2 � (D COI, POURED INTEGRALLY WITH CURB JOINTSJ!v!� JOINTS L— __ B618 CONCRETE CURB AND GUTTER a e 7" MIN. d �_... WIDTH VARIES SECTION B—B PLAN VARIABI - ' I/4 PER FT� 3/4 "/FT. 4_ _7„ -- 5' MIN. — — -i8"— SECTION A—A Standard Plate Library City of Monticello Title: Commercial Driveway Entrance )ate: 03-05 Plate No. Revised: 0,3_ 15 3-15 5008 6' TO 7' DIA, ROLL ENCLOSED IN PLASTIC OR POLYESTER !NETTING TYPE 2-- 13I0ROLL DITCH CHECK USE ON ROUGH GRADED AREAS 1 " X 2" X 18" LONG WOODEN STAKES AT 1' 0" SPACING MAXIMUM. STAKES SHAH_ BE DRIVEN THROUGH THE BACK HALF OF THE BIOROLL AT AN ANGLE OF 45 DEGREES WITH THE TOP OF THE STAKE POINTING UPSTREAM. PROVIDE 8" TO 10" OF EMBEDMENT DEPTH. FLOW BIOROLL STAKING DETAIL qT O - 10' EMBEDMENT DEPTH NOTE: WHEN MORE THAN I BIOR❑LL/COMPOST LOG IS NEEDED, OVERLAP ENDS A MINIMUM OF 6" AND STAKE Standard Plate Library City of Monticello REVISION ENTRENCH A MINIMUM OF 2" Title: Bio Log Staking Straw or Wood Bio Roll )ate: 03-08 — Plate No. Revised: 600903-15 j I CONTRACTION JOINTS I I 3 j� UNE ' a " � • ° 2% MAXIMUM PROPER CROSS SLOPE ' I 6•,6„ 12" GRANULAR BORROW OR 6" CLASS 5 I 4" OR 6" CONCRETE WALK I BOULEVARD WIDTH VARIES(AVERAGE 8') I SIDEWALK DIMENSIONS WIDTH - 6' DEPTH - 6" FOR NEW DEVELOPMENTS - *4' MINIMUM FOR EXISTING AREAS, 6" AT DRIVEWAYS AND CROSSWALKS GRANULAR BORROW DEPTH - 12" GRANULAR BORROW OR 6" CLASS 5 CONTRACTION JOINTS - 6' INTERVALS EXPANSION JOINTS - 60' INTERVALS (APPROX.) *MATCH EXISTING DEPTH, 4" MINIMUM INSTALL PEDESTRIAN CURB RAMPS AT ROADWAY INTERSECTIONS Standard Plate Library City of Monticello 0.7 STAPLES PER SO. YD. 4,1 SLOPES Title: Typical Sidewalk Date:03 _ O rJ Plate No. _. 5 012 Revised: 03-17 1.15 STAPLES PEP. SO. YD. 3:1 SLOPES 3.75 STAPLES PER SO. YD. HIGH FLOW CHANNEL & SHORELINE 1. PREPARE SOIL BEFORE INSTALLING BLANKETS. INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED 2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET IN A 6" (15Cm) DEEP X 6" (IS—) WIDE TRENCH WITH APPROXIMATELY 12" (30cm) OF BLANKET EXTENDED BEYOND THE UP-SLOPE PORTION OF THE TRENCH. ANCHOR THE BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12, (30cm) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (30cm) PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12" (30cm) APART ACROSS THE WIDTH OF THE BLANKET. 3. ROLL THE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. BLANKETS WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLESISTAKES INAPPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE, WHEN USING OPTIONAL DOT SYSTEM, STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN. 4. THE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY 2--5" (Scm-12.5cm) OVERLAP DEPENDING ON BLANKET TYPE. TO ENSURE PROPER SEAM ALIGNMENT, PLACE THE EDGE OF THE OVERLAPPING BLANKET (BLANKET BEING INSTALLED ON TOP) EVEN WITH THE COLORED SEAM STITCH ON THE PREVIOUSLY INSTALLED BLANKET. 5. CONSECUTIVE BLANKETS SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE 3" (7.5cm) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30cm) APART ACROSS ENTIRE BLANKET WIDTH. NOTE: 'IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 9'(1 5cm) MAY BE NECESSARY TO PROPERLY SECURE THE BLANKETS. Standard Plate Library City of Monticello I hereby certify that this plan, specification, or report was DESIGNED BY: Prepared by me or under my direct supervision and that I TAE am a duly Licensed Professional Engineer under the laws of the State of Min DRAWN BY: TAE 'jo GMCHECKED BY: Date 9/20/22 Lic. No. 43362 Icii —5° Title: Erosion Control Blanket Stapling Patterns & Installation Date: 03-08 Plate No. w 6011 Revised: n � , c Gravel pad(s) MnDOT Class CA --15 or CA -25 Riprop 0,,14A;_ Geotextile f(, - SECTION B -B (not to scale) Original grade smqF1111111-r_�wsrea�r� NOTES: Channelize runoff to sediment trapping device I Q I d C:) C� z x I I Match Existing I Grade (not to scale) Sediment Trapping Device Original grade o U OU m in. or Right of Way PLAN Standard Plate Library City of Monticello Hakanson Anderson Civil Engineers and Land Surveyors 3601 Thurston Ave., Anoka, Minnesota 55303 763-427-5860 FAX 763-427-0520 www.hakanson—anderson.com Title: Commercial Gravel Construction Entrance Date: 06-14 Plate No. Revised: 0,3_ 15 6002 EXISTING CURB OVERFLOW IS Y2 OF THE CURB BOX HEIGHT PPI AN WIMCO ROAD DRAIN CG -23* HIGH FLOW INLET PROTECTION CURB AND GUTTER MODEL -- DEFL.EC['OR PLATE OR CITY APPROVED EQUAL. OVERFLOW IS Y2 OF THE CURB BOX HEIGHT OVERFLOW AT TOP OF FILTER ASSE.MBI_Y * FOR THE NEW R-3290—VB STANDARD CASTING, INSTALL WIMCO ROAD DRAIN CG -3290 OR CITY APPROVED EQUAL. Standard Plate Library City of Monticello FILTER ASSEMBLY DIAMETER, 6" ON --GRADE 10" AT LOW POINT HIIGH—FLOW FABRIC Title: Inlet Protection Catch Basin Insert Date: Plate No. 03-07 Revised: 03-15 1 6004 DETAILS SHEET C6 WIHA TOOL OF C12 CITY OF MONTICELLO, MINNESOTA SHEETS 3395.18 I—' - . - - pl III P -BUR LEGEND � Fn -[71 IR Fn -RI IR � - - U � - P -BUR P -BUR /// \I I ler 07 f' \ /// - \\ P -BUR P -BUR \\\ I/'1 I A // I I'�p /// \\\ P -BUR P-BgE r/ �,/.'.L .J• t.•\ -.--J, G O G — G N/� G y G G �_- CB G G G — =';G•... .. ..� -- - G °? L�: G G _ --- -- _ =' ��______-- --====--- ----==------ -- _--_==__--- _= _- __==-------�`- -- RIM=944.32 BITUMINOUS PAVEMENT REMOVAL AREA , x 9 �� — —� —� \--- , 2" DIP -� —'— -- — — r 7 T` CB , ' INV(SW)=940.82 vI CB RIM= 955.01 MH �� > > INV SW -951.41 > > > > > > > > > > \ >� > > > > > > s > > �x RIM=944.17 �— RIM 953.50 N / CB SAN MH N INV(NE)=940.67 CLEAR AND GRUB TREES 8" PVC SAN/MH j a" PVC 7TH STREET V� / � o INV(NW)=939.60 8' PVC 8" PVC RIM=955.94 ' RIM=952.58 INV(SW)=940.62 RIM=955.94 � � INV(SE)=939.55 � L � �*NE)=947.73 RIM=948. 3 INV(NW,SE)=944.04 _ �� _ ' ----_ - - — -- -_-_-__--__ 1-=_____ INVLNW,SE�=935.53 _— _ STM/MH --- ------ - 1------- --- ---------------- — -- - - _-- -_-__--_-__--_-_--- _ ----- - _____-------:- _ ____CURB OR WATERMAIN REMOVAL _ -----------------x Y/ '� RIM=944.97 C__--- -L g T T 12" RCP — _ — _ — ` ` — _ _ \ INV(NE)=939.77 SAWCUT BITUMINOUS PAVEMENT _ `" 15" RCP \ \ �.� » >� » D _ _ o_ — — — — — — 12" RCP — _ — — ��952 — \ \ _ 44 Foy \ \ 0 18" RCP i INV NW,SE)=939.37 _ 5 — Fn IR �${,�R—�_g BUR -B R■ = B — — - — — — �-_ — — — — — — — — — — — UR-�� -BUR — — — — — —� -_71BUR — — — — — —B� UR \ C�j / ) Orlz�lBJJR v I EXISTING DRAINAGE DIVIDE STM/MH © ��------�5--------- --- —------- � — -955 954_------- �\ \\\ \\\ p,�`�/ // // I I 39/ RIMNE,SE)/ -957------ -- ----- -95 - --� — \ / / DRAINAGE ARROW INV(NE,SE)=951.09 % ■ �\ _ — — — _ / � — — — — — � ■ \\ ■ STM/MH � ■/// j \ // // \ I I / /// j / ,/ x--940--- xxx TREE NUMBER 10 �IM=954.37 SALVAGE ■ ■ ) �/ I / / / SALVAGE \\ SALVAGE INV(NW,SE)=947.82 \ CASTING ■ ■ ■ ■ I / // // I I j I / / / /%' /\ CASTING INV(NE)=947.67 \ I I lGENERAL NOTES: • � `� — — — — STM/MH RIM=953.28 1 . CONTRACTOR SHALL PREPARE A TRAFFIC CONTROL PLAN FOR THE INV(NE)=946.58 I / / / I I I \\IIII I / / / WORK IN 7TH STREET. PLAN SHALL BE SUBMITTED TO THE CITY INV(NW)=945.28\ — OF MONTICELLO A MINIMUM OF 7 DAYS PRIOR TO CONSTRUCTION. INV(SE)=944.63 — — _ _ _ // \\ \ 2. PLACE A DIP PLUG IN THE SOUTH LEG OF THE DIP TEE AFTER REMOVING THE EXISTING WATERMAIN STUBS. IF NECESSARY, ♦ // / \ ) I / // // \ 1 \ \ \ I \ \\ CONTRACTOR SHALL NOTIFY THE CITY OF MONTICELLO AND THE ♦ / / ,� \ \ / ♦ I b 771I \ AFFECTED PROPERTY OWNERS A MINIMUM OF THREE DAYS PRIOR I \\ // ■ / / ♦ 1\ TI 1\\ \\ II TO SHUTTING OF THE WATER TO ANY PROPERTIES. I / I / ■ �s� / �vS // / / \ ♦ \ I 1\\\ \ `� �\ REFERENCE NOTES: SEE SHEET C2 FOR THE TREE INVENTORY TABULATION. ■ \ \ / \ / \ / / �� 770 / / \ \\\1 \\\\\ \ \\ v4 \0 \ 76901 1 \\ \\ \ \ \ \ ol As I II 1\ I SB -1 \\ I/ / �' \ \ \ 1\ // // // �N / \\ / 768\\\\\ \\ \\ ■ T I I I I I \\ I / / � \\ \ / / / /� // \ \ I 1767LO Lo 1 I \ \\\\ \ \ `� I I I I ■ \ \ I l l / \ I 765 I I/ \ I / I ; I I \ 1 I I ■ \ \ I I / / l / \ 1 � \11 I II I \ � // � 7661 I I I LOI I ( SB -2 ■ I I I \ I I \ \ \ 1 I I l l l \ I I I I I \ �;, I I I 40 1 I / ■ \ \ I I / / / I I I I\ \ I \ I I / /I lI lI I � I I /� 1 % ■ \\ ��� \\\\ \\ I I I I 1 / l %\\\ � j l� l l l l \\ �\\ 772 I ■ / // // / I I / / I I 1 \\ I I I / // / \ \ `� I I I I ■ // // / I I / / / I I II II I I I I I / / \I I I I d i 773 \\ 774 1 / I / / / I I ■ I I I I / I I I V- I \ \ \4 I I // / I / / / I I ■ I I I I I I I I I / ■ I I T I I4 -I \ \\ � 775 \ 1 �,I I I I I \ \ I\ ■ I i I / / / I I I I I I I I I I / / b I I\ I I 'I I \\ \ I\ \ ■ 1 I I �/ / / I j I I I I I I I � / / ■ �' I\ I 11111 N �� �\ 1 11 I �� //� // —___/ I I ■ // � � I � 1 I I l l ■ I 1 11 IIII i t �' ,�\���\ \�-----\\ I I �_,// / I I ■ // I I � I I I I l l I 1 \ IIIII I � � �\�� � \� 777 11\\ \ I / 776 ■ 1 I I / I / / I I I / I I I\\\ I`,,� � //1\ \\ \\\�, \ \ III f I � bl ■� I I I // I I I ■ // / 1 I I I I I I I ■ I � SB -3 I 1 / I I I I Ln ■ / // / \\ \ \\ \ \ I i 1000 I \\ Z \ I inI IT \ I /I I I ■ \ \ \I ;� I I II I I \ / / // // / I j / // \������\IQ \\ \� I I I I I \ \ LO Ln loo, ■ I / T ■ I I I I / / 778 LO I I I I ^ 7 I I 1 `" I I I I� 1 I /// 1001 1_ i /// / \\\N P -SUR V I I II 40 ■ I I I / / 1 ■ I I I I / / I `D I I I 1 1 \ I ♦/ 1\ I I I I/ / ��/ \\\\ \\\ / I 1 / / I ♦ SB -5 `� 1 1 I 11 \ \ I \ ♦\ I\ �, \ 1 I I �� P-ei \ \\ \ SB -4 / / I ♦ \ 1 1 1 I II \ \ ■ ■\ \ \ \ Q \\ -gu \ ` �— — J 953-1�c21 / I \ F_ \(0 V) ■ /� P -BUR \ / / I \ \ \ \ \ \ \ \ \ — P -BUR _ _ / / � ",� \ 1 � � I rn I _ i o�) 1 � i' �' —�__ --953_x_-954__ w ■ \ /� / / I / �" \ \\ \ \ \ \ 1 \ BUR \� P �°� / / %' �/' / — — — — 955— — / / / I / / \ \` \ \ � /' -- .— _ /-� • 00 co � I I I / \\-J P_gUR ��• / / I I � % / / / / `.i 950—i \ — —52:_ — j� ■ I 1 // P-gUR _ ��/ / — n — / _ / / / / / / 4 n W = I 1 // _954— SUR � —// // // _-- �5 I i —-96 < _--- ---_-- �. ■ / W \ /—J / ----- -- ---957---- —�54 W\ c / BUR _-- ��� �� _-- S W ■ �— I \ �� P - BUR _95cr =— — _— __ INTER 5 -- z \ 5� ---- ---- Z p_gUR -- _ii' =— --- 54 00 W \,_SUR ---__-------___' __-- -- / _ X55- _ & _ N I9 DATE REVISION I hereb certif that this r Ian s ecification or no ort was DESIGNED BY 40 0 40 80 SCALE IN FEET y y 11 n EXISTING TOPOGRAPHY No / prepared by me or under my direct supervision and that I TAE Hakanson A N L am a duly Licensed Professional Engineer under the laws Q of the State of Min DRAWN BY: �� Civil Engineers and Land Surveyors WIHA TOOL AND REMOVALS PLAN 3601 Thurston Ave., Anoka, Minnesota 55303 0> TAE Q CHECKED BY: 763-427-5860 FAX 763-427-0520 C IDate 9/20/22 Lic. No. 43362 CJJ www.hakanson—anderson.com CITY OF MONTICELLO, MINNESOTA SHEET C7 OF C12 SHEETS 3395.18 P -BUR P -BUR' G T- > > -,> >V SEE m NOTE 0 ■1 _5 I x.11- I // II �y v CONSTRUCT/ CONC�ETE\ FLUME/ PER 3 (TYPE) ■ I 1 / Lo \ I I I I II 1\ 1 I T I I 1 ■ I Ln I I 1 I i ■ I I In I �' Ie ■ I I I � � � ■ 1 I I 1 �' G / I `c I I I ■ II I I � u7 ■ I I ( I I I I I I I I I I I 1 I ■ I I I ■ I I I I I I I I I I I I I I ■ I I ■ I I C6 I I ■ I Lo II ■ I I I I I I I I I ■ I / I I CD / \ z / \ 0 Q P—BU7 P—BUR CD ■ /\ 00 ■ / co 70 � R B612 CONCRETE CURB AND GUTTER PER MN/DOT STANDARD o PLATE 7100 (TYP.) z f Q J D - t1. -BUN _ r -buK - P� � =- -==G SEE NOTE 6 . . ° =.G • -� 7TH STREET 51"'1 1 ■"-.0' X95 1 " /CJS 1�1 r'I i 1% W \ w ■ �----957- A / z E0 ■ � z o - r; OC) Ln 1 N DATE REVISION N LLJ CD El - Cf) 5 P_B„R P URIf GENERAL NOTES: f I P—BUR P—BqE 17 -_-.T�•: `0 _ __ ITECTURAL PLANS. c _ c ,.—�.°r_ c _ G c _ G c��' G c _c ---_G -_ VERIFY BUILDING DIMENSIONS WITH ARCH 2. SEE SHEET C9 FOR THE STAKING PLAN. \gs�\ �\ 3. SEE SHEET C1 1 FOR THE UTILITY PLAN. 4\' ' v ' \ \ \' ' �' ' mo-'' 4. SEE SHEET C12 FOR THE PAVING AND RESTORATION PLAN. SEE �,V SEE CONSTRUCTION SEE � / / / / / NOTE 7 _ _ NOTE © - �'S - ENTRANCE ®s��' NOTE 07 �h p,`°`� C�°5. CONTRACTOR SHALL IMMEDIATELY INITIATE STABILIZATION OF EXPOSED -------------- ---� SOIL AREAS AND COMPLETE THE STABILIZATION WITHIN 7 CALENDAR �- >> DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE > 5 _ uR 0 _Bu - - SITE TEMPORARILY OR PERMANENTLY CEASES. TEMPORARY SEEDING AND _ - ` - - - _--- ----- 5 - \ \ \ \ �' ��� �� ' 3� MULCHING MATERIALS AND APPLICATION RATES ARE TABULATED ON --- --- --- - --S 4- - -�55--954= 54 5 ��\\ \ \ \ \ / / p� / / I I SHEET C2. --- 5 I / tKImo_ X40-- 6. CONTRACTOR SHALL DETERMINE A LOCATION FOR CONCRETE AND OTHER \ / \ I ( / / / , 5 1 / 1 / / / / / ��, /� WASHOUT WASTE. A SIGN SHALL BE INSTALLED ADJACENT TO EACH WASHOUT FACILITY THAT REQUIRES SITE PERSONNEL TO UTILIZE THE \ ■ 9S8 9s // // I I /III / / // / �4� _ PROPER FACILITIES FOR DISPOSAL OF CONCRETE AND OTHER WASTES. _ _ _ 4 / I \III 7. STREET SWEEPING MUST BE PERFORMED DAILY IF SEDIMENT IS TRACKED — 95 — 48 47\\III I / ONTO ANY ADJACENT STREETS. 4 6 CY CLASS III RIPRAP I\\III I I OVER 28 SY TYPE 4 8. PER THE WRIGHT COUNTY SOIL SURVEY, THE SITE CONSISTS OF DORSET / 6 - - I I\\0 I I SANDY LOAM. SEE THE REPORT OF GEOTECHNICAL EXPLORATION EFAM.c'� // II II 1 II\\1\\\ I II GEOTEXTILE FILTER 10 PREPARED BY AMERICAN ENGINEERING TESTING, INC. FOR ADDITIONAL (� n / \ 1 \\\ \\l I INFORMATION. �\1 b \\\\\\ I 9. CONTRACTOR SHALL PREPARE A TRAFFIC CONTROL PLAN FOR THE WORK ■ / LO to 9`'� LO I\\ \ I IN 7TH STREET. PLAN SHALL BE SUBMITTED TO THE CITY OF ■ // / \ I I \�\ \I MONTICELLO A MINIMUM OF 7 DAYS PRIOR TO CONSTRUCTION. At \�\ \`�\ \ \ \ BASIN 2 10. CONCRETE CURB IN 7TH STREET SHALL BE B618 PER MN/DOT s // \ \\ \ \; \ \ \ \\ BOTTOM=943.0 STANDARD PLATE 7100. /xx/ \ \ 1 \ \\\ \ OUTLET=943.0 REFERENCE NOTES: s \\ \ \ I I \\\\\� \100 -YR HWL=947.3 RIPRAP SHALL BE HAND PLACED PER CITY PLATE NO. 4009. ■ / ,_.' u7 \ I / • �� \ \ I \\\\\\ ���v 02 CONSTRUCT INFILTRATION BASIN PER(_11­'. CONTRACTOR SHALL MAKE 5� ° \ ,n L0/ \\ \ \\ C 2 FUTURE II I\\\ \ FINISHED FLOOR1 Lo ■ �' I 1 I \\\\ SOIL CORRECTIONS AS NECESSARY IN ORDER TO ACHIEVE AND ELEVATION=960.4 I I II I I \\\\\ INFILTRATION RATE BETWEEN 0.45 AND 8.3 INCHES PER HOUR. A DOUBLE RING INFILTROMETER TEST SHALL BE COMPLETED DURING ■ 1 I� '_ ' `� ■ I I / \ \ 1 I \ \ / \ CONSTRUCTION AT THE INTERFACE OF THE AMENDED AND THE INSITU ■ I I r -` I / ■ I I \ 11 I I / 1 1 CY CLASS III RIPRAP SOILS. RESULTS OF THE INFILTROMETER TESTS SHALL BE PROVIDED TO I I L- l I_ \� 1 ♦ '� + I I I I I 11 OVER 44 SY TYPE 4 THE CITY. I I I �\ I ♦ I • I I III 1 GEOTEXTILE FILTER10 03 PLACE SEDIMENT CONTROL LOG AFTER COMPLETION OF GRADING. I\ ® PRIOR TO IMPORTING OR EXPORTING MATERIAL FROM THE SITE, / \ / SB -2 \■ I I I I I I \ \ I \ CONTRACTOR SHALL CONSTRUCT A CONSTRUCTION ENTRANCE PER CITY ■�, I /It If' ■ I I I I i I I \\ \\ I \\ \ PLATE NO. 6002. TI III \ \ \ �\ 05 CONTRACTOR SHALL NOT EXCAVATE THE INFILTRATION BASIN TO FINAL / 1 / `'� I I ♦ I I I I \\\ GRADE, OR WITHIN THREE FEET OF FINAL GRADE, UNTIL THE CONTRIBUTING DRAINAGE AREA HAS BEEN CONSTRUCTED AND FULLY LoI I I I �I I \ `��\\� STABILIZED UNLESS RIGOROUS EROSION PREVENTION AND SEDIMENT / ■ I I I I I I ■ I I �j 1 \\ `�\\\ \� CONTROLS TO KEEP SEDIMENT AND RUNOFF COMPLETELY AWAY FROM X0rn / I I I \�\ THE INFILTRATION BASIN ARE PROVIDED. 6 °°°°0 1 I I I I 1 1 1"4-1 I \ \ ° °°°° °°° °� I I I / ■ / ■ I I ,� I 1 �' I CONSTRUCT DRIVEWAY ENTRANCE PER CITY PLATE NO. 5008. 60---- - I I \ /" �� o ° Ii � ■ � I I � � I i i � � �� \ \\ \\\ 70 CONSTRUCT SIDEWALK PER 3 I " " ■ I I I ■ 1\ 1 II I I 'I C*�' \\\ \\ ® QUANTITIES SHOWN INCLUDE AREA OUTSIDE THE PROPERTY BOUNDARY. ■ I I L / I j / I I ■ \I l l j l j \ \�� LEGEND � I I L �I I I ■ I I IIIII I � ��� \\ r // I I ♦ I I 1 \\\\\ I / / �\ \ \ PROPOSED BITUMINOUS PAVEMENT ILO Ln/ - / CONSTRUCT I I // I \\ \\ \ SIDEWALK II / // 1 ■ 1 a�gD1 A / �// \\ \\\ \ \\ PROPOSED CONCRETE PAVEMENT PERLA(TYP.) I I / I I ♦ ■ l ��` l 1 / %'vs / \ \ C3 SB -3 I � / - �, I 1 ■ O00 1 / / / / /-,\\\\� \ \ PROPOSED TIPOUT CURB PER(5 I ■ ,i \\\ \ � C 3 � / / \\\ \\ / > / / / / / \\�\ \\ SILT FENCE PER ( -3) \\\ \ C2 FINISHED FLOOR I I r\ \ ■ / / / / / I �/ // / / // - ELEVATION=960.4 I I \ \ \ ■ ICo 0/ / / / I_ / / /' \\\ SEDIMENT CONTROL LOG PER CITY PLATE NO. 6009 03 I \ 1 L0 L0 / / I / / / / / DRAINAGE ARROW I I u7 \ I II I i // // �� / /��� -_ I� PROPOSED DRAINAGE DIVIDE I LOI I I LC) th T LO/ / /4.6 CY CLASS III RIPRAP l INLET PROTECTION DEVICE PER(_2_'AND CITY PLATE NO. 6004 ■ L I Ln LOI II I ■ / 1 // // ,OVER 28 SY TYPE 4 C2 r� ■ I I I I / // GEOTEXTILE FILTER10 ISI CULVERT END CONTROL ■ _ / CONSTRUCT .� >>- ♦ 1 L,1 %� / / / / / / / feu 7 / CONCRETE STEPS s 1 s I 1 I ■ / PER 6 B 5 >� 1 I I \ V ■ / I C 3o S j 1 \�- - J-953 , CIV \\ \ x co 52 --949- ■ \ )5 --�� 5 `0 / /� /-950- - - / 1 , / / / X5772 _95,5- X54 - Y, 5 -X54 n PROJECT SUMMARY --- - 4 - _ _957_ _ _ -954 _ _ _ - RSI ATE 9 LOT AREA = 560,659 S.F. INT E --_--,, -95� _--- -__-- --- EXISTING IMPERVIOUS AREA - 0 S.F. - �J54- _ INFILTRATION BASIN 102 05 PROPOSED IMPERVIOUS AREA = 182,887 S.F. ® 40 0 40 80 _--- BOTTOM=946.0 ESTIMATED FUTURE IMPERVIOUS AREA = 126,980 S.F. X55- OUTLET=947.3 SCALE IN FEET -- - - - DISTURBED AREA = 522,241 S.F. --95&- - - - - 100 -YR HWL=949.6 I hereby certify that this plan, specification, or report was DESIGNED BY: GRADING, DRAINAGE AND SHEET prepared by me or under my direct supervision and that I Hakanson AndersDnam a duly Licensed Professional Engineer under the laws TAEC8 of the State ofMin TAE DRAWN BY: Civil Engineers and Land Surveyors WIHA TOOL SEDIMENT CONTROL PLAN of 'jo 3601 Thurston Ave., Anoka, Minnesota 55303 11M01HY A. EGMH3f P.7-- cNECKED BY: 763-427-5860 FAX 763-427-0520 C12 Date 9/20/22 Lic. No. 43362 1cii www.hakanson—anderson.com CITY OF MONTICELLO, MINNESOTA SHEETS 3395.18 ' III III III III III III III III III III GL= GL= GL= GL= GL= 958.33 957.89 958.07 957.69 958.07 I iii - GL= 957.78 956 - - - - - 956 955 GL= GL= 956 957 GL= « III 957 57 957.53 956.1 6 I I << X58- g5g 957.56 958 I GL=955.19 III � � (MATCH \\\ GL= GL=956.34 GL- v EXISTING) - -� `�, GL=958.09 GL=958.07 \ - GL= GL= 958 1 GL= 958.57% j 958.09 958,47 GL=956.44 955.60 958.47 GL= GL= GL- GL- v 957.68 958.18 959.30 GL= 959.61 GL= GL=958.56 GL=958.56 GL= 956.92 GL rn � h� GL_ 959 (0) 958.54 GL=959.13 GL=959.23 958.55 956.39 I rn - _ BIT= „ GL=958.23 959 GL=958.24 959.21 959.21 959 _ _ GL=959.61 (0") GL= \ I rn GL=959.61 GL=959.61 GL= GL=959.61 6" GL- GL- GL= GL= 959.17 I \ V �o 959.21 ( ) 959.07 958.96 959.13 960 958.96 �o �n GL= o o. o GL=959.48 III ( ») iii GL=954.82111 LO 959.25 CONC=960.22 0 6 V (MATCH _ a' co GL=959.56 958.30GL= GL- o' FG- �, Qo I I I EXISTING) = CONC= GL= BLDG=960.40 (0) - � BLDG_ 960.40 III 00 s rn 959.35 860.40 960.22 959.61 GL=959.72 (0")�\-GL=959.63 (0") o rn CONC= `0 GL= 959.72 BLDG=959.90 959.66 CONC= BLDG= BIT= III iii 960.22 960.35 960.40 GL= II I III u 959.36 I I BIT= FG= Ii l I u 960.39 960.20 I� III \ I u1 III II I I \ I u \\ I1>ul I 1 I °.V III I• ..I--_._ � � c III GL iii i..�:•'L--- 957.8 �I I I•'�I GL= I jii r 959.03 I GL= III Iii III Iu u1 lu GL= GL=959.36 958.U8 958.96 O V III III Ip GL= GL=959.36 I II 958.41 I J III III � III GL= .4 9588 GL= GL=959.36 . 0" N I \\ ' I ( ) III ,. I •' 95903 'I L� v illi Z7 f•..I 1 V I I ,c I CONC=959.47 M II I II I i." ji I GL=959.36 � I�I1I1 ISI I vJ (O") v v BIT= III SII ° iii iii I 1 958.96 CONC=959.97 III III III III GL= I GL=959.36 coo M II I 957.97 I (6) rn III iii �' I 01 \\ .I Lr) Zj CO Ln ko J I III I I 0) GL= Eli 959.36 ^ �I GL= 958.42 GL= I iii III ul lu 959.04 °° FG= �h IIIIII °0' I0°°°° 958.98000° GL= BLDG= BIT= BLDG= 0 0 FG= 958.97 960.40 00 960.40 . .4 0 GL=960.40 9 9 °00 960\ FG= °0°° °° -y 59 58� 960.40 °°°(0") 1GL=953.76 / III III J° - ,9� 4 p GL=- ° -95 7- GL=954.00 958.65 \ 960 � 6» « CONC= CONC= 960 BIT= ( ) "I GL= 959.92 960.00 = BIT= FG= GL=954.12IV 959.13 I o (0") 956.40 956.40 v 956.40 „ GL=952.85 -; 96 956 959 (0) (MATCH 0 GL=959.92 959 I BIT=/954.67 EXISTING) /l " 959.78 v 958 BIT= " g5g 958 955.50 I \ GL= I A �Y v \ 957 958.81 I �_-- ---- 5 957 g „ BIT= � 3: GL- 1 GL= - v 956 956.27 �h�/ 954 90 954.28 -0 958.33 958 957.27 �5� GL= 956 95BIT= v II � BIT= GL= � z D J 955.00 955 955 V 954.99 955.75 Q �<6 BIT= GROUND= N GL= _ _ 6' g51 954 955.00 _ 955.00 _ 953.50 .57 955.00 �� � � J v BIT - 954.29 954140 V 955 956 GL=952.20 � II "GL 955 rl I o iii (MATCH 954 47 r� 949 948 PROPOSED n DESIGNED BY: prepared by me or under my direct supervision and that I 0 GL= am a duly Licensed Professional Engineer under the laws GUTTER LINE ELEVATION z of the State of Min DRAWN BY: FG= Eir I 'jo TAE c� z D � CHECKED BY: BIT= w to z .P 0z CONC= 0-) W o ,- SPOT ELEVATION (CONCRETE) 00 00 Ln BLDG= V GROUND ELEVATION AT BUILDING DATE N 1'9 o / N ILLI o< cn .. GL= I GL= GL=954.27 956.65 954.43 J GL=953.60 _ I 954 I GL= 953.45 GL= 955 GL= II 953.34 I 953.89 yY 953 1 954 GL= I 952.76 0 GL=952.63 953 952 � n REVISION 950 949 948 PROPOSED I hereby certify that this plan, specification, or report was DESIGNED BY: prepared by me or under my direct supervision and that I TAE GL= am a duly Licensed Professional Engineer under the laws GUTTER LINE ELEVATION XXX.XX of the State of Min DRAWN BY: FG= Eir I 'jo TAE XXX.XX IIMOTHY A. E GeX H 3f P. E. CHECKED BY: BIT= Date 9/20/22 Lic. No. 43362 CJJ XXX.XX GL= 954 954.01/(95 i95 i <</ GL= <</ 953.94 GL=953.36 Hakanson Anderson Civil Engineers and Land Surveyors 3601 Thurston Ave., Anoka, Minnesota 55303 763-427-5860 FAX 763-427-0520 www.hakanson-anderson.com LEGEND PROPOSED TIPOUT CURB PER 5 C3 DRAINAGE ARROW GL= PROPOSED GUTTER LINE ELEVATION XXX.XX FG= PROPOSED SPOT ELEVATION (FINISHED GRADE) XXX.XX BIT= PROPOSED SPOT ELEVATION (BITUMINOUS) XXX.XX CONC= PROPOSED SPOT ELEVATION (CONCRETE) XXX.XX BLDG= PROPOSED GROUND ELEVATION AT BUILDING XXX.XX GENERAL NOTES: 1. SEE SHEET C10 FOR THE PEDESTRIAN RAMP STAKING PLAN. 30 0 30 60 SCALE IN FEET STAKING PLAN SHEET C9 OF C12 CITY OF MONTICELLO, MINNESOTA SHEETS 3395.18 E C) O 0 N N O N O r� 3395.18 f u-DuR = CONNECT TO - - CONNECT TO EXISTING - �'v IIImCONNECT TO \y - - GENERAL NOTES: P-BUh \\\ e:\ (/J 0 % _\ P-BUR P-BUR P-BUR P-BUR P-BUR EXISTING SANITARY SEWER EXISTING ��J `0, c c c cv c " c c c 1 . CONTRACTOR SHALL APPLY FOR A DEPARTMENT OF LABOR AND INDUSTRY PERMIT G WATERMAIN 8 c ` , c -INV=942.73 -.--.- c- -�- c_,.c.::. _ WATERMAIN 8 ==G c _ __________________ _____________ __ ____====_______ --_== CB - -- --- - --- -- --------- - RIM=944.32 -------- - S. __, ______________________ RIM 944 32 PRIOR TO CONSTRUCTING ANY UNDERGROUND UTILITIES SHOWN ON THESE PLAN 12" DIP 8 GATE VALVE INV(SW)=940.82 I 1 I I I I , , , I I , , , , CONTRACTOR SHALL ADDRESS ALL THE COMMENTS FROM THE DEPARTMENT OF ia- CB RIM 955.01 'AN 9 BOX 6 INV�SW --951.41 MH �� �� R M=944.17 LABOR AND INDUSTRY AS PART OF THE PERMIT APPLICATION PROCESS. '-' # _ ' - ' ' > > > > > > > > > > > > 8„ PVC > > > > s > 8» PVC > INV(NE)=940.67 RIM=953.50 N RI SAN/MH N 2. MAINTAIN A MINIMUM OF 7.5 OF COVER OVER WATERMAIN. WATERMAIN BLOCKING 8" PVC SAN/MH � m 8" PVC vv INV(NW)=939.60 RIM=952.58 INV(SW)=940.62 RIM=955.94 � 7TH STREET � � - RIM=948.63 INV(SE)=939.55 NE)=947.73 SHALL BE PER CITY PLATE NO. 2002. INV(NW,SE)=944.04 ' - INV�NW,SE� 935.53 STM/MH ----------_______ _______________________= _-- -- RIM=944.97 -_-_---------------------- - - --------_____-----_____-----__=============================--======---------------_-__________ ___= 3. CONTRACTOR SHALL PREPARE A TRAFFIC CONTROL PLAN FOR THE WORK IN 7TH ----------- ------ _ _ _ _ _ _ _ _ _ - - - - n - - - - - - - - - - - - - - - n N U 8� GATE VALVE 12" RCP n n �� D, " ��° INV(NE)=9,39.77 STREET. PLAN SHALL BE SUBMITTED TO THE CITY OF MONTICELLO A MINIMUM OF 15' RCP g AND BOX > D - 71 D d d D - d' FOB o�R-roRCP INV(NW,SE)=939.37 - N - -BUR -B -BUR -BUR - R - -B -BU -BUR -BUR -BUR -BUR FO-"4R- 'um 6lR 7 DAYS PRIOR TO CONSTRUCTION. STM/MH = _- - 8"X6" DIP TEE, RIM-955.74 � �� � ADJUST CASTING 11 \ 6" DIP WATERMAIN, 4. ALL DIP WATERMAIN SHALL BE CLASS 52. INV(NE,SE)=951.09 SAN MH 1 5. ALL PVC SANITARY SEWER PIPE SHALL BE SDR 26. _ / # � PROP. RIM=953.63 6" GATE VALVE 48" DIA, STM/MH ADJUST CASTING 11 ADJUST CASTING 11 RIM=954.37 �� - AND BOX AND � 6. CORRUGATED POLYETHYLENE PIPE (CPP) SHALL MEET THE REQUIREMENTS OF PROP. RIM=956.00 I RIM=955.32 0 INV(NW,SE)=947.82 20 HDPE ® HYDRANT 1 6 MN/DOT SPEC. 3247. CONNECTIONS SHALL BE MADE WITH BELL AND SPIGOT V (NW)INV=942.73 PROP. RIM=954.40 INV(NE)=947.67 INV=949.12 �� JOINTS. CLAMP-ON BANDS ARE NOT ALLOWED. PIPE BEDDING SHALL BE PER THE (SE)INV _942.73 III SII STM/MH I„ 58LF CB/MH #15 MANUFACTURER'S RECOMMENDATION. CB #11 �(SW)INV=944.73 RIM=953.28 - 24"X36" J ILL=; =`"(NE)�946.M = = 21 " RCP (CL III) 48» DIA. 7. PRIOR TO COMMENCEMENT OF THE UTILITY CONNECTIONS, CONTRACTOR SHALL ^ INV(NW)=945.28 @ 0 29% FL=953.60 8OBTAIN A UTILITY EXCAVATION PERMIT FROM THE CITY OF MONTICELLO PUBLIC FL=956.15 I „ X6 „ INV(SE)=944'63 (SW)INV=948.82 WORKS DEPARTMENT. INV=953.15 - DIP TEE, 6" DIP WATERMAIN,- 20" HDPE CB/MH #14 (NW)INV=948.92 8. SANITARY SEWER MANHOLES SHALL BE CONSTRUCTED PER CITY PLATE NO. 3001. ^ 6 GATE VALVE (DR 32.5 D.I.P.S. - 48 DIA. 9. CATCH BASIN/MANHOLE STRUCTURES SHALL BE PRECAST CONCRETE SECTIONS 120LF I _ I AND BOX AND @ 050% S2 FL=955.26 PER MN/DOT STANDARD PLATES 4020 AND 4022. STRUCTURES SHALL BE CPPL HYDRANT 1\© (SW)INV=948.55 16LF (INC. RC APRON) CONSTRUCTED PER CITY PLATE NO. 4003. @2�. 0.38% I 8"-22.50 (NE)INV=948.65 21" RCP CL III) 10. CATCH BASINS SHALL BE PRECAST CONCRETE SECTIONS AND SHALL BE DIP BEND @ 0.00/ 250LF 8 PVC CONSTRUCTED PER CITY PLATE N0. 4002. CB MH 10 _ @ 1.27% 21 " 46LFRC APRON 1 1 . CATCH BASIN CASTINGS SHALL BE NEENAH R-3067-V. / # 21 RCP (CL III) (INC.( ) � 48 DIA. @ 0.30% 21 " RCP k l_ III) REFERENCE NOTES: FL=957.53^ SAN/MH #2 FES \3 @ 2.1 (NE)INV=952.69 7% 5 0 CONSTRUCT HYDRANT AND VALVE PER CITY PLATE N0. 2001. 48" DIA. I SW INV=952.59 - RIM=958.90 FES � \2 HDPE PIPE SHALL MEET THE REQUIREMENTS OF ASTM F714. ( ) RIM=958.90 10OLF 8"-11.25° \ > INV=944.00 \3 CONCRETE APRON SHALL INCLUDE A TRASH GUARD PER CITY PLATE NO. 4007. 35LF 6" PVC (NE)INV=947.91 16" PVC (SCH 40) DIP BEND 60DIA4 BULKHEAD PIPE WITH A PVC CAP OR APPROVED EQUAL. ^ @ 6.00% (SW)INV=948.01 @ 2.50% CB/MH #13 0 Ls " . \5 TIE ALL PIPE JOINTS. 120LF 15" CPP - J (SE)INV=949.91 >> >> > OCS #1 \9 TFL=954.07 © CONSTRUCT VALVE AND BOX PER CITY PLATE NO. 2003. @ 0.30% II 6" PVC CAP 16" PVC ,, (SW)INV=948.01 60" DIA. ^ INV=95140 � RIM=949.60 \7 CONSTRUCT PILING AT FLARED END SECTION PER CITY PLATE N0. 4008. . INV=952.01 _ (NW)INV=948.90 (SE)INV=945.00 ` ® WET TAP THE EXISTING 12" WATERMAIN FOR THE PROPOSED 8" WATERMAIN. IF (NE)INV=948.11 (NW)INV=946.00 NECESSARY, CONTRACTOR SHALL NOTIFY THE CITY OF MONTICELLO AND THE FES #12\3 8"X6" DIP TEE, 6" DIP WATERMAIN, 8"-11.250 ,, AFFECTED PROPERTY OWNERS A MINIMUM OF THREE DAYS PRIOR TO SHUTTING INV=954.00 I IA 6" GATE VALVE AND BOX AND DIP BEND OFF THE WATER TO ANY PROPERTIES. 134LF 24" HDPE 9 CONSTRUCT STRUCTURE PER 7 . _ 6" DIP PLUG © - 8 X6 DIP TEE, (DR 32.5 D.I.P.S.) 6 DIP WATERMAIN, (INC.) -/I CB/MH #9 " 6" GATE VALVE v @ 0.50% 2 10 CONSTRUCT STRUCTURE PER 8 12LF RC APRON � ^ O 15" RCP (CL V 48 DIA. AND BOX AND _ 40LF (INC. RC APRON) C3 @ 3.67% \5 I FL=957.56 HYDRANT 0O ,, 36" RCPML III) 11 INSTALL SALVAGED CASTING. (NE)INV=952.23 '' @ 1.25% � ^ (SW)INV=952.13 12 LOWER THE WATERMAIN AT THE STORM SEWER CROSSING TO THE ELEVATION 128LF 18" CPP III I (NW)INV=953.56 _ FES 0\7 SHOWN TO PROVIDE A MINIMUM OF 1.5 FEET OF SEPARATION BETWEEN THE @ 0.30% - » » >> INV=946.00 WATERMAIN AND STORM SEWER. I ^ 250LF 8" PVC 16" PVC - CB/MH #1 OCS #2 10 @ 1.00% INV=951.40 72" DIA. 60" DIA. 145LF CB/MH #8 ^ 16" PVC FL=952.63 RIM=947.40 48" DIA. SCH 40 (SW)INV=947.34 (SE)INV=943.00 _ D SAN/MH #3 ( ) _ � FL=957.69 48" DIA. @ 1 .91 % (SE)INV=946.50 SUMPIN942 3.00 (NE)INV=951.75 RIM=958.90 (NW)INV=948.63 (SW)INV=951.65 (NE)INV=947.34 - (NE)INV=950.51 (SE)INV=951.00 FES \3 10OLF 18" HDPE > >> INV=942.78 (DR 32.5 D.I.P.S. 0 35LF 6" PVC @ 0.30% 2 ^ - @ 4.00% FES \3 s - INV=943.00 72LF (INC. RC APRON) 8"X6" DIP CROSS, � � 6" PVC CAP 6" DIP WATERMAIN, 21 " RCP gL III) 6" GATE VALVE I INV=952.40 8" DIP 189LF@ 0.31 % " WATERMAIN - 27" RCP (CL III) 20LF (INC. RC APRON) AND BOX AND - .e 6 DIP WATERMAIN, o HYDRANT(j) « 6" GATE VALVE AND BOX @ 0.30/ 21 " RCPL III) C AND 6" DIP PLUG © @ 0.00% \5 TOP WATERMAIN TOP WATERMAIN CB/MH #2 =949.70 12 I - 16" PVC =946.50 12 60" DIA. INV=954.40 FL=952.76 7' (W)INV=948.01 CB/MSH #7 _ 73LF (NE)INV=947.91 60 DIA. 16" PVC (SCH 40) 295LF '� 8"-22 5° ?-BUR FL=957.89 - @ 3.00% 24" HDPE DIP BEND P_guR (NE )INV=951 .35 I (DR 32.5 D.I.P.S. 3: (SW)INV=951.25 - TOP WATERMAIN 0 (SE)INV=952.21 - D =947.40 12 @ 0.40/ 2 a. / P_BUR - J - P-BUR - 0111111111111111 (0 149 LF 24" CPP � D . °do: �- I @ 0.30% d D d'C. d i __j� \ o 6 6-7 P- LCA I I \ I \ � P_gUR � (2) 8"-45° \ CB/MH #6 DIP BENDS CD 48" DIA. i i i i i i i i i \ u -'� n 8"-45° P- � n o FL=957.78 010I P_ DIP BEND Q (NE)INV=950.80 >' »� P uR� -"� 8"-22.50 J (S)INV=950.70 DIP BEND z 38LF 24" CPP @ 0.29% X131 LFA 1 CB MH 3 8"X6" DIP TEE, gq Li 24 CPP, CB MH 4 CB/ # 6" DIP WATERMAIN,.�ERSIP,TE z CB/MH #5 @ 0.30% CB/MH # 24 CPP 48 DIA.IN E 48" DIA. 48 DIA. @ 0.30% 6 GATE VALVE � z FL=957.97 40 0 40 80 o \ FL=957.68 FL=957.81 (NW)INV=949.64 AND BOX AND 00 (N)INV=950.59 (NW)INV=950.10 (E)INV=949.18 HYDRANT10© SCALE IN FEET �(SE)INV=950.49 (SE)INV=950.00 oN DATE REVISION I hereby certify that this plan, specification, or report was DESIGNED BY: UTILITY PLAN SHEET / prepared by me or under my direct supervision and that I Haka n s 0 n And ers0nN LJ am a duly Licensed Professional Engineer under the laws MMMMIN TAEC1 1 Q of the State of Min DRAWN BY: Civil Engineers and Land Surveyors WIHA TOOL of 6 > TAE 3601 Thurston Ave., Anoka, Minnesota 55303 Q'jo 11M01HY A. EGMH3f P77 CHECKED BY: 763-427-5860 FAX 763-427-0520 C12 Date 9/20/22 Lic. No. 43362 CJJ AMMI www.hakanson-anderson.com CITY OF MONTICELLO, MINNESOTA SHEETS 3395.18 LEGEND AQ TIM —----------- -- — �—= _ _----------------------- — j —� \ \ \ \ 7 - � x -954-- V � � PROPOSED LIGHT DUTY BITUMINOUS PAVEMENT PER 1 �5� i - - __- -- - ----- - ----- ------ ------------------______ - - - - - _--------_-___----- - -------- -- 77: Nai)a -77M _ d - _ - - PROPOSED HEAVY DUTY BITUMINOUS PAVEMENT PER 2 --- _ 7T I C3 -Arf�l fi x c k # # 'r xx 5 k x—k k— \ \ \ \ �N� / / / I 3� •:• �c X k �� y�� k �k k x k k k x k x x k k k-k -X y \ \ \ \ / I k k # x k # fi k k '`iF p—,, ,,a��.,� —r5 — _x— — x \ Ar ✓i��:.•: X x k X jr k x {# X X X x k k # Q X x X X k V,:' � fi- k-x X{ X X k Ir X rtiF.-'!�� -Jr- Ar # k x k k{ k X k k k # fi k X k� k x# k X k {# x k �X k X / X "'O k# fi v x�K1 # k k }# X X { / \ k fi k X k X # k # { { k X k # # k k k # # { { x k X Y { } k fi r k k � \ ### {# kk# k}# k k k k k k k x k k k # k k k k at X x k k k k{} x# X k X jr {## X X x X X k # ## jrx s(k k k #— k k k k x # k �, k jr } { k # # jr xk x k L k k X x /P, V / PROPOSED BITUMINOUS PATCHING 10 Ar #} X X X k k# k k ### k k at k k k k k k ## k k k k x k k k X k k k k X k# k fi k k X X X k k X k k k{} # k jr k k k k N4 # X k k {} # { } { { Jr k\ k x k # k k # X k { k k } jr x k } k k k k k k k k # X X X k X } k { {8 # k X k k k k {} k{ k} k k # X fi X k k # X k # k k{ k X k k k # k k ( ��j' : k X k { x k X k k k k { { { k k / •� } �.•.• k x k k k k # k X k k -T k k k k X k k Jr k # k #{ k Ar k k k# ## X k x k k k 4\X X x k X k I I / / k k k {k k k } x x k }X k k } X X k k X \ X k k k k k k k k #} k{ k} k} #{\ k X X k} #} x fi k X k} X k k k k k k x k - k / \ k #} x{ k{ k k k} k{ k X k# # { fi X k jr # x {# k k k k k X# k k r X k r # k k # -:: X k k Ar k ArArk X k X k k ## k k k # k k k x k— � {- - ## X X k k k k {} X k x { 1 k X k X k ## X k k k # X # x k �X I kk k q} X I # k k X Jr# k' k X X x x k# k jr Ar X{ k x k X k Jr.k X k k X x k jr�L x x X k k k kk { k k k # X x k / I I / / / SEED MIX 25-131 (220 POUNDS/ACRE) \ k $ k k# jr. k X x —� k fi k k k Xk X� k •1L-.— �t x X # #j �} I I \1 \\ 1 I I / \ k X kk fik xx -T kx�k fi {x XxJxk xX jrX k�#kk kkk X kk kk {} kkX ,,� I k / k I 1 \\1 I I I I ROLLED EROSION PREVENTION CATEGORY 20 k k k k\ k k k k k k k k jr X k k k k k k k X\ k k k k x k k k k x k Ark At k k k # _ � kk x xX xx kx kk x{ kX kk }fi xfi ArJVkx #k {k kX kk k Xx kX kk { k }# I 1 II\\\III I 1 \ TYPE 1 FERTILIZER 300 POUNDS ACRE x k x k k # X k k } { k 1 }���t # X k / k k k \ \ \ ( POUNDS/ACRE) k # jr k{ k{ �} k}Ar k{ k{ k} jr 4 kk} kkk kk# kXx kfik Arjrkx kkk kk } k{ k x kkk I \\ 1 1 \ k �X r� # k k k k# k X k k k k ## X X k k k k #{ key �� �t k# k k k k k } / k k 9 1 I I I\\\\ \ 1 I \ \ / X X k x X �X k x k k k A� k y� kyr --J ,# k X k k # k I k { k{ k} k} fi{ X #} r 1 \ I x k k y k k k k X —.7k k k k X k x k jr k x {{ k X k X k ## k Jrk X k k ## k X k \\ \ \ { jr x X x 1 x x k k k x}{ k X x k jr k k} k X}# k k X k X X k# k # k k k k k k k x� k k k } k k X k{ k k X } k k {} k { x x k k}} x fi k / I b \\ \ I \ k k X / k k k k kLn k k k# fi k k X k k SEED MIX 25-131 (220 POUNDS/ACRE) k k k k k k 1\ fi k k k k k k k k k k k k k k k k Jr k k k k k{# k k X k k k k k k k k +F x X{ k x r # k k ### k X k k k{ {# / k k k k k {{ k k X k k k ## X X k k k k ## k k k k k k k k N k k k k k k} T k X Jrk X{ x X X \X I I 1 I X k{Ar k kAr } k# Ar k k k /r x jrA\\ �k ## X# Xk kk k# fik XX kk kk fi# kX /xk kk k# -VArXX kkl }# x kx k }kk x#k x''�kfi X II \\ 1 �- kk{ xk{ kkx #k HYDRAULIC MULCH MATRIX (2500 POUNDS/ACRE) I k k IP. fi } X# x\ k X k ar k fi# k X# k k k k k} k k# k Jr# k # k k k k ## k k ar k k x k } k k { k k { �r { { X k k# k k k k#{ / # k X k rn` k # k k{ k X { kX kkk #k# xx fi kkX kkk #kk Xk{ xkX kkk kkk X {# kkX kkk kkk {# r ArAr kkk kkk #kk Jrkx kk # k kk x } 1 �\ \ X kkk kkk {## TYPE 1 FERTILIZER (300 POUNDS/ACRE) I k k k x k jr k X # X k k # X k k # k k k # k 1 1\ k k k k / { k k k k k ## X X k k k k k# k k k k k k # k Jr k k k k k # k k X k X k k k k# k k X / { k k k k \ \ k } kk# k k\ k k k} k{ k{ k} k{ k{ k X # k k k /# X # k k X k k X jr / k k X k k # X # k k k k ## k k k k k x ## k k k # k X / # X X X k jr, k k #} k{ k{ k} ## k k k k k k # k at k jr k k k k k k{ k{ k} k} { d7 X k k \ �,,�1c k 1 \\ \ / k # k # k # �Y X k k k k k k k k{ X k k k k X Ar jr k k k k k #} k X k{ k{ { X X 0 k k ,,/ k k \ 1 \ k k x k k k k k k k k X k # k # k k# k X k k k k k /X k X k k k k #} k{ k{ } L� k k X / D` X \ X x x # x k x k x k # k k x X k k k X x k / x \\ 1 �\ \\ ��.�'�.�'�.�'�.�' SEED MIX 33-261 (35 POUNDS/ACRE) \ l •'•' k k x k k# k fi k X X k k At k k k k k# k k# k k k k k k k k# X X X k/X X k k k k k # X X jr Jr k k k k k ### X k X k k k kik # \ # k `- \ I / •'.•^`: ': ': # x k k k k k\# k X k X k k k# k{ k k X k k k X k X X k k k k fi k X k k k # k k Ok k # k #{ \ \ \\ \ \ V V VV V� \ \ \ 1 ROLLED EROSION PREVENTION CATEGORY 20 \ ••:•;`,;:; x x X k k k k # k k{ k X k k k # Ar k X k k # ` ## k X k X # k # k X k k X k # k X k # X X \\\ \ \ VV VV VV Vv V Jr k # k #{ k X k X k { k { X } X } k# k X k k k k k k k k X k k k k k k k x X k{ } X x x x k k k x X j�,x X k k # k X jrX k k k# # k X fi /x k k k # k k k X k k k # x %'� }\ k k k # k k k k k k jr k k # k r k k k y# k k k k k x #} k x k� k k k k k k{ k k # L10 k k \ \\\ \\ \ \ ` �`V��.` TYPE 1 FERTILIZER (300 POUNDS/ACRE) x X k x k k k k k (�]1�; k k k k k kk k k k at k # k k }# k X k k k k # k .. i N X k k X{ x k k 0) k jr k k k / \ I \\ \ \\ \ v V V VV VV V I } k k k k k# k k X ` k k# k{ k k k k k k X# X k/ k k k# k} k{ k x `<�,j/r k �t # }t X x yk fi X X # \ k k X # k k k k k k} k{ k} k{ k{ k{ k{ k{ k{ k X k k k ## k x X X Vt k} k{ I 1 I\\ \\ o fi 1 1 # x X *Ij k X k k k k## k k k k k k k k k k k k k k k k k k k{ k/# k k k k k k -T k k k k} u 7� k{ k} k} k{ x k x x k k k k o° k xl X k k X k k k { k k k }jr k Ar /u } X k k 1 I\\\\\ a d a 4 4 d d a 4 SEED MIX 33-261 (35 POUNDS/ACRE) k k k # X k k # X X X # X X k #} k{ k{ k{ k k k k k k X � x k 1 1 1 k X # k k k k k k k k k k k k k # k # k k k k IF k k k k k# k{ 'E k k k k} k{ T x k k k X a LIDk k k k k k k k k k k k k X k k k k# k# k X k k k k �{ k X k k k k k# k X X k }\{ k k k \ I I k fi X k k k k k k k fi k #7 k X k# k X k k k k# k k X k k k k k k k# k k X k k k X jk X k#} k k{ k k{ k k { k k} # k k k x k x k\k fi X ` 1 II 1 I \\\ Q 4 4 4 4 4 4 ROLLED EROSION PREVENTION CATEGORY 45 k X k k k �{ k x k k X k k k { k k fi X x k X x yK / X X \„ k \ I I \ \\ / '� a a a Q a k k k k k X k k \ k} k{ k{ k{ k} k} x k k k k k k h k k k X k k k k k X X k x X k X k C Q I k X k x k k k {## k k jr k x k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k X k k k k k k k k k { # k > k k k X x # 1 I\ \ Q a I /\ I I 11\ / \\ a a a d a d a TYPE 1 FERTILIZER (300 POUNDS/ACRE) X X k X k k k k k k � X X k k k# k k k jr k k �r k k k# k i k k k k k k k k k k k k { X { x x k} # # k X k k k k #{ # k k k k k k# k X k k k k} k{ k} k} # k X{ k k X k { k X x k k# X X k k k ## X k { X } k } k { -I { X } k } k { fi k X k k # k x / k { I I x k k k k k k k X k k k k k# At k k k k} �f x# X X k X L k k k k jr X k# k # X X k k k k k X k # k x k X k k } k X k k X k x k k k k Ir k k k k} k{ jr k Ln I I # �X # k# ## X jrXk k Jrk k k - k k { X Xk } k k } k k {# k { jr k k k k k { # { k X } k k k k k {{# k k k k v X k k k I I \ I I I I I 1 \ # X x I k # X x k #: X k X k n k k k{ k jr"k X k 1 # k SEED MIX 33-261 (35 POUNDS/ACRE) X k k X k k k k k }## {{{ { X k } k k k k# k k# k k x k k k k k k fi k k X x k X k # k k k k /} jr x\ k X X k k \ Jr # k}`k { k { k { k k k k k k k k k k k k k k k k k X k } { k { k x' } # X k k# I kl '�k I I I I I I 1\ HYDRAULIC MULCH MATRIX (2500 POUNDS/ACRE) 115 k k k k k k # k k k } k k k k { k k I I I I I I I I 1 \ rn FW r k # k k k k k k } k # k k k k X k k fi k k k k #I k k# k Jr/k k k k k x k k I fi jl' I k k k X k k k k k k k k k k # k k k} k} k{ / k TYPE 1 FERTILIZER (300 POUNDS/ACRE) If k\ x k k k k k# k #I k{ k} ## k{ k X X # k k fi k X k k k k k fi k k k # jr I I I 1 Xk �( yk k k k k k k k x k k k k k k k k k k k „/ k k k k k k k{ k} k IV k k It k \ TT # k k k # k k k # iii"'CCC k k k k k # k} x k{ x k x k k k \ k k k { I I I I \ \ \ k# k k k k I k k k# k k k k k k k# r X k k k k I#j k k X jr x k X k # k} jr A X k X k k k k k k k k k k k# k k# k k k k k k k k k k k k X k 4�k k{ k jr kl k k kk k/ k{ k} k k k k I k F) X # k k k X k k # k k k k k \ I I k k I I I I I I I \ \ 1 1\ \ \\ I I I 1 k k X X k k k k k kx k k k k k k k k X k ! k k k k# k Itt k k k k k# k k k k J k X k k k k �k - k k k k I Ik k at X # k # k k X k# k k k k k} k k{ k} k{ k{ k{ Jr k k k jr k # k k \ k k X X k k#n jr fi k X X / k k k k# X X k k k -T fi# jr X k k Jr ## X k k k Jr jrk k k k k k k# k k k k k SOD k {# X} k k{ k k k k k k k k k k# k k k# X k k k k Ar k k# JV k k /it k k k k k k k k# q k k k k k �k fi# k k k jr- k— k k k k k k k �k k# a a a k x / / I k X # x k k {/ { { / k # # k x k # k { k ,� k } I a { I \ M TYPE 1 FERTILIZER 300 POUNDS/ACRE) 1 I I k k >� k k k k k k k k k k k k k k ## k k k fi k k k k k k k/k k k k k k k k k k k k k k k k k jr/ k Jr k k k k k # k k "' k k k k k k} k k{ k \ A a a X { X k ( / ) k k k k k k k k k k # X # k # k k X k X k k k k k X /k k k x k/x k X k k k} { k{ k} # X I k I I \ -1 \\ k k fi k k k X k k { k { k { k k k # k X k k k k # k X x k k k k k# { k k k# fi k X X k k k k k L k k kl k k k k{ k k k k k k k k k k k{ k k jr k k x k k y k k} k k{ k k{ k k fi#{ k k k k k X k k k k# k k k k k k k# k k k k k k k I ' k k Ix k k ## x /jr {# } k k# #{ -Ic X /# k # k } k { k } k { k X k k k k k { k X k k k k k k k I a { # x JI., I \ \1 \ k k # k k k # # /X k k X k k jr k } jr x k # # I pU / / I k kIx#k Ar kkk k/kk {kk kkk kkk kkk kk�It kkX kkk kk kk �kk kk kk -T k{ k} { X k a k ^ # k k k } X x k fi X X kk } k{ k{ k} #} k} kk kk kk k I Mi 1�aQ {X x IX \ \ \` X X X k }} } k {{ # k k /k k k # fi k X # # { k k X k X / / k #{ k X k k X k # k k X k k } k k o000 000 000 ° a s k { I LIh o00o I \ k k ° °O o000 0000 °o°o X k k o00 000 0000 I a k k I : •: •• X Ark X k k JV Ar jr k k 9 kOr,k X X k k k fi k{ a Ar k k k # k k X jrAr k k k k k k k k# k k{ k} k k k Ik k }} I I o 0 0o a a/a x Irkk I I IT �•': •::;:': Ar kk }k I I IIII \\ \ I\ ► I I kIle I I I I a4a k 1 C-111\ \\ \\ X I I I I k k k , LO / I I Q4 kJr kX 1 \ IIII N \\ N, k :;�! .. I � I 4 k 1 I \ I I X{ x k I I IIII I CP \\ \ I I I k z k I II Ijr Ar: �' k I I I xWa k k Ar��/ / / ^ \ \ \ \ I II I # I I I // // x kkk //� / /�\\� \\\ \ \ GENERAL NOTES: I I 1 1 \ \ I # ° 1. PLACE A MINIMUM OF 4„ OF TOPSOIL OVER ALL 1 I I k I I \ / I # / / / \\\ \ \ \ DISTURBED AREAS OUTSIDE THE PROPOSED I X -T: I \ I / I / k { / / \\\\\\ \ \ Q PARKING LOT AND INFILTRATION AREA. SEE 1 k / -\ x k X k k \\\\\ \ C2 I I I k I I 1 1 \ k # I I 1 { I I I \ \ \ I I k { x k / / / I �/ / / / / - - �� \\\ \ FOR INFILTRATION BASIN TOPSOIL REQUIREMENTS. X k \ �° I I I I I n \ \ \I { x / / / / / I� j / / aSy\� 2. PLACE ROLLED EROSION PREVENTION PER CITY I k k I # o I I kN �,. k k / // / / / / / / \ �\ PLATE NO. 6011. 1 k I I / I 00 # k REFERENCE NOTES: Lo k / L� Ar O� I # / / / / / \� 10 BITUMINOUS PATCHING SECTION SHALL MATCH °' I I I k k X / / / / / THE EXISTING SECTION ON 7TH STREET. T I j I k l k k I Ar k x k kJ. k fi // / // / / /_ / �✓�`/ I I 1 k k fi *k X / I kms::':;.:;::•:•;;.;;'• / / 77 .•' Jr- 1 x k k I k k Ar k k k k k k T k 1k( n # kk kIX Ik Xk �{ k k { k k kk k jr k k k } k# X \ 1 I I I I / 71 0 / / 1 # I :•-r,-_'•'••'•• ,••; / / I d, ••d••�• �k k L(}ik k k k jr Ar jr Ar k k X kX X k k k X jkr Ar k k k k } X Ar 1 Ar Ar k jr C / k 1. .. D ' 4, : p X k k9 s yt- j k Ar k 00 X k I 1 \ / --94 X / / Ar I � J / / 5• k / k \ / / �• X / x � L. fi / 1 / # X / / - 5 _ I - 5 Ar i / / 1 / 5 / X / fi .1 / / / n Ar / / n / -954 ArX k # 6 / 6 / / E z k - �} bAr At- Ar x jr Ar it k jr k X� k—Ar Ar jr Ar / \ k k k k k k x k k k k X k k k k X X k k jr k k k k k —_��5 z / \ jr X# k k k X #t X x X k k k _-- 5 / _--954- _ -- --957- E (--D ---954--- A - - - - 1E g 4 n 40 0 40 80 CD w 00 I-- SCALE IN FEET ----- 0 - oN DATE REVISION I hereby certify that this plan, specification, or report was DESIGNED BY: PAVING AND RESTORATION PLAN SHEET / prepared by me or under my direct supervision and that I TAE Hakanson A N LJ am a duly Licensed Professional Engineer under the laws C 12 Q of the State of Min DRAWN BY: Civil Engineers and Land Surveyors WIHA TOOL OF CD � TAE 3601 Thurston Ave., Anoka, Minnesota 55303 Q wCHECKED BY: 763-427-5860 FAX 763-427-0520 C12 Date 9/20/22 Lic. No. 43362 CJJ www.hakanson—anderson.com CITY OF MONTICELLO, MINNESOTA SHEETS 3395.18 I I 91 p P -B P -BUR P -BUR 014 NMI G G G CG G G .G I�r :G s �� G� ---- \ G G_-30 G. " G --G �� ________________ "---------- _ _ 1 PLANT SCHEDULE G G ------ ------ I T71V V E. 7TH S TJvET - 948 10' UTILIT EASM NT RA — -----------------________= ___--------------------- - ------ --- » a ° - PROPERTY LINE ° T -BUR - - r—auR T -BUR — — — - _ — — T3U T -B — o I I I 4,l CA 3 �� 0 o / -9606 CCVL 7 / 7 CR 0 CA / EXISTING CANOPY TREE \ 14 TO REMAIN (TYP.) ,5 V CR \ 6 VL i ^ ,5 FUTURE BUILDING AREA ° \ o / `% / EXISTING VEGETATION `�' TO REMAIN (TYP.) iw >> > /0- 0 \\ \ ~ ^ I -Y 0 1z v I OVERSTORY TREES QTY CODE SCIENTIFIC NAME/COMMON NAME SIZE ROOT REMARKS 13 AF Acer x freemanii 'Autumn Blaze' 2.5" cal. BB space 30' o.c. 48 0 16 16 Autumn Blaze maple REQUIRED ON THIS PLAN straight trunk, single leader 12 CO Celtis occidentalis 2.5" cal. BB space 35' o.c. UNDERSTORYTREES, 2.34(20) = 47 ACI 47 ACI 47 ACI UNDERSTORY TREES, 2" CAL. Hackberry 24 SHRUBS 2.34(55) = 129 straight trunk, single leader EAST SIDE: EXISTING VEGETATION SCREENS THE LOADING DOCKS AREA. SEE TREE INVENTORY, SHEET C2. 14 GT Gleditsia triacanthos inermis'S cote' 2.5" cal. BB space 30' o.c. 9 0 VEHICULAR USE AREA - PERIMETER Skyline hone locust 8 ACI OF CANOPY TREES (LESS 5% ACI FOR PKG. TO SIDE & REAR OF BLDG.) 7.6 ACI PER 100 LF straight trunk single leader 25 ACI 14 TA Tilia americana 'McKSentr ' 2.5" cal. BB space 30 to 35' o.c. 0 CANOPY TREES 2.5" CAL. American Sentry linden straight trunk, single leader ORNAMENTAL TREES 15 AG Amelanchier randiflora Autumn Brilliance' 6' ht. BB s ace 15' o,c, Autumn Brilliance serviceberry clump form 10 CC I Cratae us crus- alli var. inermis 2" cal. BB 16' o.c. Thornless hawthorn _space straight trunk, single leader MP Malus 'Prairifire' 2" cal. BB space 20' o.c. 0-6 Prairiefire crabapple straight trunk, single leader 10 VL Viburnum lents o 2" cal. BB space 12 to 15' o.c. ® Nannyberry straight trunk, single leader EVERGREEN TREES 9 JV Juni erus vir iniana 6' ht. BB space 15' o.c. Eastern red cedar straight trunk, single leader 6 PG Picea lauca 'Densata' 6' ht. BB 15' o.c. Black Hills spruce _space straight trunk, single leader SHRUBS 24" MIN. SHRUB SIZE AT TIME OF INSTALLATION 21 CR Cornus racemosa #5 cont. space 6' o.c. Grey do wood 25 CS Cornus sericea'Bailadeline' #5 cont. space 4.5' o.c. ® Firedance redtvAg dogwood 14 1 CA Cor lus americana #5 cont. space 6' o.c. American hazelnut 33 DL Diervilla lonicera #5 cont. s ace 3.5' o.c. 0 Dwarf bush honeysuckle 16 JS Juni erus sabina 'Arcadia' #5 cont. s ace 4.5' o.c. Arcadia juniper 12 JG Juniperus vir iniana 'Gre Owl' #5 cont. space 4.5' o.c. .....°' Grey Owl juniper 112 RA Rhus aromatic 'Gro -Lo\# #5 cont. space 4.5' o.c. 0 Gro Low sumac 25 SB S irea betulifolia 'Tor' #5 cont. space 3.5' o.c. ® Tor spirea 10 VD Viburnum dentatum 'Christom' #5 cont. space 5' o.c. 0 Blue Muffin viburnum PERENNIALS 13 HH Hemerocallis 'Happy Returns' #1 cont. space 2' o.c. 0 Happy Returns da lil 12 NF Nepeta fassenii 'Walker's LovJ #1 cont. space 2.5' o.c. Q Walker's Low catmint 15 SS Schizach rium'Blue Heaven' #1 cont. space 2' o.c. Blue Heaven little bluestem ° NOTES: V ° o 1. SEE SHEET L2 FOR PLANTING DETAILS & LANDSCAPE SPECIFICATIONS. 00 2. ALL LANDSCAPE AREAS TO RECEIVE 4" OF TOPSOIL. ,o°o°O o0 00O o000 ° o°o " —>>"o / / / / / / / / / / / \ 3. SEE CIVIL SHEET C12 FOR TURF AND TALLGRASS RESTORATION PLAN. FPG 4. LANDSCAPE AREAS ADJACENT TO BUILDING, VEHICULAR AREAS,& ALL L / I////� // // / SOD NOTED ON RESTORATION PLAN SHEET C12, TO BE IRRIGATED. L LANDSCAPE REQUIREMENTS u ^ ® L L — F o i 6 I _ S - AF Co BUILDING 4 EDGER + tt (TYP.) ) �-�-�C I2r C U) SOD (TYP.) 12::]GT JG 12 15 3 Cr 10' UTILITY EASEMENT — a NF I I SS I Co25 7-7- 15 CS I� B 10 16 1890 ] VD JS RA — 1 '- GQ O SOD Al o . o SOD SOD SOD ° o a71 1 88 13 �• �. I �� I , 4 I.\ GT SB / / CC IES 4 `. 6 IMP GT GT DL 0 0 0 3 n / GT 6 TA n 40 0 40 80 SCALE IN FEET DATE REVISION I hereby certify that this plan, specification, or report was LANDSCAPE ARCHITECT: by me or under my direct supervision and that I Hakanson A am a duly Licensed Landscape Architect under the laws of Carmen Simonet Design LLC the State of Minnesota. Name: Carmen Simonet 354 Stonebridge Blvd., St. Paul, MN 55105 Civil Engineers and Land Surveyors WIHA TOOL g (651) 695-0273 carmen@simonetdesign.com 3601 Thurston Ave., Anoka, Minnesota 55303 Signature: 763-427-5860 FAX 763-427-0520 License # 24236 Date 09.20.2022 www.simonetdesign.com www.hakanson—anderson.com DETERMINING NUMBER OF PLANTS INDUSTRIAL and BUSINESS CAMPUS DISTRICT LOT AREA: 560,659 SF (13 ACRES) AGGREGATE CALIPER INCHES (ACI) SITE LANDSCAPING REQUIRED ON THIS PLAN 13 ACRE SITE. 4.0 ACI OF CANOPY TREES (1 EVERGREEN TREE) PER ACRE, 13(4.0) = 52.0 ACI 52 ACI 118 ACI CANOPY TREES 2.5" CAL. 35 EVERGREEN TREES 6' HT. 15 1 SHRUB PER 10 FEET BLDG. WALL FACING PUBLIC R.O.W. 314 LF OF WALL FACING PUBLIC R.O.W. 32 48 1/2 OF THE REQUIRED SHRUBS TO BE EVERGREEN 16 16 PERIMETER BUFFER - NORTH & EAST SIDES FACE RESIDENTIAL REQUIRED ON THIS PLAN NORTH SIDE: 234 LF (EXCLUDES FUTURE BUILDING AREA) 18 ACI CANOPY TREES, 20 ACI UNDERSTORY TREES, 55 SHRUBS PER 100 LF) PLANTS ARE DISTRIBUTED ON THE BERM BETWEEN 7TH STREET AND STORMWATER BASINS, AND NEXT TO THE DRIVEWAY ON THE OTHER SIDE OF THE BASIN. CANOPY TREES 2.34(18) = 43 ACI 43 ACI 43 ACI CANOPY TREES 2.5" CAL. 18 UNDERSTORYTREES, 2.34(20) = 47 ACI 47 ACI 47 ACI UNDERSTORY TREES, 2" CAL. 24 SHRUBS 2.34(55) = 129 129 129 EAST SIDE: EXISTING VEGETATION SCREENS THE LOADING DOCKS AREA. SEE TREE INVENTORY, SHEET C2. VEHICULAR USE AREA - ISLANDS ONE CANOPY OR UNDERSTORY TREE PER 180 SF OF ISLAND (UTILITIES PREVENT ADDING TREES & SHRUBS TO SOME OF THE ISLANDS) 9 6 VEHICULAR USE AREA - PERIMETER 8 ACI OF CANOPY TREES (LESS 5% ACI FOR PKG. TO SIDE & REAR OF BLDG.) 7.6 ACI PER 100 LF WEST SIDE: 318 LF (318/100)(7.6) = 25 ACI 25 ACI 25 ACI CANOPY TREES 2.5" CAL. 10 SOUTH SIDE: 181 LF (181/100)(7.6) = 14 ACI 14 ACI 14 ACI CANOPY TREES 2.5" CAL. 6 LANDSCAPE PLAN SHEET L1 OF L2 CITY OF MONTICELLO, MINNESOTA SHEETS 3395.18 PLANTING DETAILS GU) WIRE STEEL POST NOTES: 1. Remove dead or damaged branches. Retain the natural form of the tree. Do not cut the leader. 2. Width of planting hole: 18" min. larger than root ball, on all sides. 3. Depth of hole: root flare to sit at or up to 2" above the top of the finished soil elevation. Leave soil undisturbed beneath the root ball. 4. Scarify bottom and sides of hole prior to planting. 5. Set plant on undisturbed soil or thoroughly compacted planting soil. 6. Remove top 1/3 of the basket or the top two horizontal rings whichever is greater. Remove all burlap from top 1/3 of root ball. Remove all twine. 'TH MULCH 7. Remove or correct stem girdling roots or reject plant. SE 8. Slit remaining burlap at 6" intervals. 1DJACECONDITION g. Plumb & backfill with planting soil. Thoroughly water in tree within /ARIES SEE 2 hours to settle plants and fill voids. ANDSCAPE PLAN 10. Backfill voids and water a second time. 11. Place double shredded hardwood mulch within 48 hours of the second watering. No mulch to be in contact w/ trunk. 12. Contractor is responsible for maintaining trees in a plumb position PLANTING SOIL throughout the guarantee period. Stake trees if site conditions, such as soil and wind, prevent the trees from staying plumb. Use SUBGRADE 16" x 1.5" polypropylene or polyethylene straps, attach to post W .WJVN with 10 gauge wire. Remove within one year. BOTTOM OF HOLE 13. Wrap trunk in fall, remove wrap in spring. 14. Refer to plan and specs. for additional information. TREE PLANTING DETAIL NOT TO SCALE _• •• I \VVI uni-L SOIL )NE LCH JACENT CONDITION RIES SEE LANDSCAPE W 2" X 2" X 24" WOOD STAKE SET AT ANGLE SUBGRADE VLIVI I I L I VI\VYYIV UV I I VIVI OF HOLE EVERGREEN TREE PLANTING DETAIL NOT TO SCALE JLCH PLANTING SOIL SUBGRADE BROWN BOTTOM OF HOLE NOTES: 1. Dig shrub hole 12" min. larger than container size, all sides. 2. Scarify bottom and sides of hole prior to planting. 3. Remove dead or damaged branches. Retain the natural form of the shrub. 4. Hand loosen roots of containerized material. Score outside of soil mass to redirect circling fibrous roots. 5. Set shrub on undisturbed soil or on thoroughly compacted planting soil. Install plant so the top of the root flare is at or up to 2" above the finished grade. 6. Plumb and backfill with planting soil. Thoroughly water in shrub prior to placing mulch. 7. Place double shredded hardwood mulch. Do not place any mulch on vegetation or in contact with trunk/stems. 8. Refer to plan and specs. for additional information. SHRUB PLANTING DETAIL NOT TO SCALE NOTES: 1. Width of planting hole: 18" min. larger than root ball, on all sides. 2. Depth of hole: root flare to sit at or up to 2" above the top of the finished soil elevation. Leave soil undisturbed beneath the root ball. 3. Scarify bottom and sides of hole prior to planting. 4. Set plant on undisturbed soil or thoroughly compacted planting soil. 6. Remove top 1/3 of the basket or the top two horizontal rings whichever is greater. Remove all burlap from top 1/3 of root ball. Remove all twine. 7. Remove or correct stem girdling roots or reject plant. 8. Slit remaining burlap at 6" intervals. 9. Plumb & backfill with planting soil. Thoroughly water in tree within 2 hours to settle plant and fill voids. 10. Backfill voids and water a second time. 11. Place double shredded hardwood mulch within 48 hours of the second watering. No mulch to be in contact w/ trunk or branches. 12. Two alternate methods of staking trees are illustrated in detail. 13. Contractor is responsible for maintaining trees in a plumb position throughout the guarantee period. Stake trees if site conditions, such as soil and wind, prevent the trees from staying plumb. Use 16" x 1.5" polypropylene or polyethylene straps, attach to post or stake with 10 gauge wire. Remove within one year. 14. Refer to plan and specs. for additional information. EXISTING GRADE CUT AREA 18" MIN ZE IVARI NOTES: EXTEND EXCAVATION AND BACKFILL SOIL TO A POINT DOWNSLOPE EQUAL TO OR LOWER IN ELEVATION THAN THE BOTTOM OF THE HOLE DIRECTLY BENEATH THE PLANT TO INSURE ADEQUATE DRAINAGE IN HEAVY SOILS. GRANULAR SOIL MUST BE ADDED AS BACKFILL IN AREAS OF POOR DRAINAGE. PLANT ACCORDING TO SHRUB AND TREE PLANTING DETAILS ON THIS SHEET. �--SUBGRADE PLANTING ON A SLOPE DETAIL NOT TO SCALE F 2-3" DEI MUI 6" DEPTH PLANTING SOIL SUBGRADE PERENNIAL PLANTING DETAIL NOT TO SCALE FINISH GRADE,- BACKFILL AREA NOTES: 1. Plant into prepared planting bed. 2. Plant at same depth as in container. 3. Place double shredded hardwood mulch over perennial bed. Do not place any mulch on vegetation. 4. Thoroughly water in plants. 5. Refer to plan and specs. for additional information. LANDSCAPE SPECIFICATIONS TREES, SHRUBS, AND PERENNIALS 1. REFERENCES A. MnDOT - Minnesota Department of Transportation, Standard Specifications for Construction, 2020 Edition. B. American Standard for Nursery Stock, ANSI Z60.1-2014. C. ASTM, American Society for Testing and Materials. 2. QUALITY ASSURANCE A. Work shall be performed by a landscape contractor with extensive horticulture knowledge, and a min. of 3 years of experience. B. Handle plants in such a way as to protect from damage either physical or by exposure to sun and wind. Mishandled plants are subject to rejection by Landscape Architect. C. Plants used on this project shall meet the grading standards recommended by the ANSI Z60.1-2014. 3. PRODUCTS A. Plants: Provide as specified on Plant Schedule. B. Edging: Heavy duty poly edger: 5" depth w/ v -lip to prevent frost heave, and steel stakes, black color, Sure-loc Elite -Edge or equal. C. Mulch: Double shredded hardwood mulch. D. Water: Contractor to provide. E. Planting Soil: rich friable, loam topsoil, free of debris and seeds, conforming to MnDOT 3877.2, Loam Topsoil Borrow. F. Compost: Conforming to MnDOT 3890.2, Grade 2. G. Tree Wrap: Two-ply weather resistant paper product. 4. PLANTING DATES: Spring Planting: Apr. 1 - June 15. These dates may be extended if daytime temps. remain below 80 degrees. Fall: Sept. 30 - Oct. 30th. Daytime temps. need to drop below 80 degrees before planting begins, and may continue until freeze up. Coniferous trees Aug. 15 - Oct. 1st. Plant under favorable weather conditions, do not plant during days of extreme heat. 5. EXECUTION A. Prior to digging, Contractor to have utilities located. B. Contractor to notify Owner and Landscape Architect 3 days in advance of when planting work will occur. C. Plant into prepared planting beds. D. Install trees, shrubs, and perennials per planting details, adjust location if in conflict with utilities. Verify new location with Landscape Architect prior to planting. E. Separate all shrub and perennial beds from sod areas with edger. F. Clean-up entire site following planting operations. 6. ACCEPTANCE OF PLANTING WORK A. Contractor to notify Owner when planting work is complete for review and punch list. B. Contractor to water and maintain the trees, shrubs, and perennials until Owner Acceptance. C. Owner will give Acceptance of Work following satisfactory correction of punch list items. D. Watering and regular landscape maintenance of trees, shrubs, and perennials will be Owners responsibility following acceptance of work. 7. GUARANTEE PERIOD A. Contractor to warranty trees, shrubs and perennials for one year following acceptance of Work by Owner. B. Contractor to maintain the trees in a plumb position throughout the guarantee period. C. Contractor to remove all staking/wiring/ straps and plant tags from trees at the end of the guarantee period. D. Replacements: At the end of the guarantee period, all plants which are unhealthy, dead, not having a normal density, size, shape or color shall be shall be replaced. Replacements shall match caliper and/or height of the other plants at time of replacement. Selection of replacement material and installation practices shall follow the requirements of the Drawings and Specifications. SODDING 1. AREAS TO SOD A. Sod areas noted on plan. Sod all landscape areas not called out for other plant material. 2. REFERENCES A. MnDOT - Minnesota Department of Transportation, Standard Specifications for Construction, 2020 Edition. 3. PRODUCTS A. Sod: Provide drought tolerant, strongly rooted sod, machine cut to pad thickness of 1", excluding top growth and thatch. Sod to be at least 2 years old, free of weeds, disease, or other material which might be detrimental to the development of the sod. Sod to be moist when cut and maintained in moist condition during transportation and storage at the site. Do not use sod that shows signs of visible heating on this project. B. Fertilizer: Slow release 5-10-5 starter fertilizer. C. Water: Contractor to provide. D. Topsoil: provide rich friable, sandy loam, free of debris and seeds, and conforming to MnDOT 3877.2 Common Topsoil Borrow. 4. SOIL PREPARATION A. Verify all sod areas have a minimum of 4" of topsoil. B. Immediately prior to sodding, loosen topsoil to minimum depth of 3". C. On slopes operate cultivating equipment at right angles to the direction of surface drainage. D. Contractor to work all areas to receive sod until the soil is smooth and an even grade is established. Fill all holes, depressions and rivulets to ensure an even grade and that proper elevation is established. Fill material shall be compacted sufficiently to provide uniform density and to resist erosion. Remove all rubble, sticks, branches, stones and other extraneous material over 1/2" in diameter on the surface prior to sodding. E. For all areas to be sodded work in dry, free flowing slow release starter fertilizer into the top 1 inch of soil. 5. EXECUTION A. Install sod during favorable weather, do not sod if ground is frozen or sod is dormant. B. Lay sod with tightly fitting joints, no overlapping joints, and stagger rows to offset joints. Anchor sod on slopes to prevent slippage. C. Thoroughly water sod immediately after installing. Continue watering at frequency necessary to initiate rooting, and until the work is accepted by Owner. D. Clean up and remove all debris resulting from sodding activity and dispose of properly. Restore all areas disturbed by sodding operation to their original condition. 6. ACCEPTANCE OF SOD WORK A. Contractor to notify Owner when sod work is complete for review and punch list. B. Owner to accept work following satisfactory correction of punch list items. C. Contractor will maintain all turf areas in a healthy, growing condition by watering, mowing, and any other maintenance necessary to establish the lawn, for a minimum of 30 days from time of acceptance. D. Any sod that does not show definite growth and establishment during the 30 days from time of acceptance, shall be replaced and established at the proper season by the Contractor at Contractor's expense. IRRIGATION 1. DESCRIPTION A. Work includes: design, furnish, and install complete, fully automatic and programmable underground irrigation system, capable of alternate date watering for all landscape areas. The system shall provide full coverage with uniform levels of total precipitation throughout all irrigated areas. B. The system is to include water efficient technologies including: a WaterSense labeled controller, a flow meter, soil moisture and/or evapotranspiration (ET) sensors, a rain sensor, and be calibrated to meet all applicable City Codes. C. Dripline to be used in perennial and shrub beds not covered by lawn sprinklers. D. The system is to meet state department of health standards and have a backflow preventer. E. Materials, equipment, and methods of design and installation shall comply with, but not be limited to, the following codes and standards: • All local and state laws and ordinances, and with all the established codes applicable thereto. • National Electrical Code. • American Society for Testing and Materials (ASTM). • National Sanitation Foundation (NSF). • The best management practices developed by the Irrigation Association. F. The designer shall provide balanced pressure and flow and optimum operating efficiency. G. The contractor is responsible for obtaining all permits and licenses required for installation of irrigation system. 2. QUALITY ASSURANCE A. The irrigation system shall be designed and installed by a contractor specializing in irrigation work, and will have a minimum of 5 years of experience designing and installing systems of similar scope and size. B. The contractor shall maintain a skilled foreman on site during the installation of all work and the foreman will have a Minnesota Power Limited Technician License. 3. SUBMITTALS A. Shop Drawings: submit irrigation plan, product schedule, and specifications for review and acceptance. B. Operation and Maintenance Manual: following completion of work, provide the Owner with an operation and maintenance manual of the complete system in a digital pdf file format and one hard copy. C. As -Built Plan: following completion of work, contractor to furnish Owner a scaled as -built irrigation map, with dimensions as needed, on durable paper or laminated to be mounted on wall with the main control panel and a digital file in pdf format. The map shall indicate the zones, location of all controls, piping and depths, heads (including type), drip -lines, valves, connection to water service, and other related components. 4. PRODUCTS A. Select products suitable to the landscape areas. B. All products and materials used in the system shall be new and professional grade. C. Provide sprinkler heads, driplines, electric valves, and automatic controller from one manufacturer: Toro, Rainbird, Hunter Industries, or equal. 5. EXECUTION A. Prior to digging, contractor to have utilities located. B. Water Coverage: Provide uniform water coverage over turf areas and planting beds. C. Turf: Turf areas to be irrigated with spray heads. Locate heads to avoid overspray onto sidewalks, parking areas, signs and buildings. D. Planting Beds: All continuous shrubs, trees, perennial beds to be irrigated with a drip system and spray heads where drip lines are impractical. E. Winterization: System to accommodate winterization by blowing system dry with compressed air. F. Install the irrigation system per contractor's plan and specifications. G. Instructions: Contractor to instruct the Owner in proper operation and maintenance of the system. H. Cleanup: Replace landscaping disturbed by operations. Cleanup all debris and restore site to original condition. 6. REVIEW AND ACCEPTANCE A. Contractor to test system to a hydrostatic pressure of not less than 100 psi. Remove and replace any components that do not pass test. B. Contractor to contact Owner and perform operational test after system is fully in place and demonstrate to the Owner that the irrigation system meets coverage requirements and that automatic controls function properly. Any corrective work identified shall be completed within two weeks of receipt of comments. C. Owner to accept work following: satisfactory completion of any corrective work, receiving hands-on instructions for operation, and receiving as -built plan and operation and maintenance manual submittals. 7. MAINTENANCE A. Contractor to drain and winterize irrigation system in the fall, following first year of operation, and shall put the system back in service the following spring as part of the work of this contract at no additional cost to the Owner. 8. GUARANTEE A. Warranty irrigation system materials and labor for one year following acceptance of work by Owner. Contractor to promptly furnish and install, at no cost to Owner, any parts that prove defective in material or workmanship. DATE REVISION I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I LANDSCAPE ARCHITECT: am a duly Licensed Landscape Architect under the laws of Carmen Simonet Design LLC the State of Minnesota. Name: Carmen Simonet 354 Stonebridge Blvd., St. Paul, MN 55105 Signature: Cil . (651) 695-0273 carmen@simonetdesign.com License # 24236 Date 09.20.2022 www.simonetdesign.com Hakanson A Civil Engineers and Land Surveyors g y 3601 Thurston Ave., Anoka, Minnesota 55303 763-4ton Ave. FAX 763 Minnesota 520 www.hakanson-anderson.com WIHA TOOL PLANTING DETAILS & LANDSCAPE SPECS. CITY OF MONTICELLO, MINNESOTA SHEET L2 OF L2 SHEETS 3395.18 [(me C C 1 A3 10 C IN CV Q I J O 0 a i J 0 O H a G N 0 C U - I 50'- 0" 50'- 0" 50'- 0" I 50'- 0" 50'- 0" I 60'- 0" lo 71- 01F 7F 01F 71- 7F 41'-0" 8'-0" 40'-0" 8'-0" 40'-0" 8'-0" 40'-0" 8'-0" 40'-0" 8'-0" 69'-0" 9/13/22 IN PROGRESS 101� 101, 9/29/22 REVISED PRELIM. NOTE: COORD z O 43'-4" 3'-4" 92'-8" 3'-4" 92'-8" 3'-4" 71'-4" EQUIP. SUPPL N MECH.13SPRINK. REQ'D AT PRE I I 0 — (V — — — — — — — — — — — — " o LNOTE: N � ''e) I NORTH WALL PANELS 0 TO BE DESIGNED FOR RELOCATION 1 FOR PHASE II EXPANSION I N 1 0 z CV N 1 14'-7" O 1 KNOCK OUT FOR o 0 FUTURE DOCK II I 00 II of I COMPACTOR 0 I O F– — — I 00 OQ 411 - CV Co 04 I L — — 0 I F–- — 1 III 0 000 II L oCo I "I N 1 WAREHOUSE 133 42,303 S.F. r — — 0 0 I o iv (V I - - - - - - - - - - - - - - -7� b 0 " II 'Co I 0 Lo 0 0 0 7- I 0 0 N Co N L— 0 I I M 00 O - 'Co -II - - T- - -- - -- - -- - AIF- - - O I ASSEMBLY "I 0 0 'allo 13,988 S.F. 04 1 ao 0 I 2. 0 1 I '00 — — M ff I �IIIIIII I "00 O I 0 I � I 00 0 --- - 110J 0O i z 0 I 00 0 0 0 0 00 i N o 1 I N I I I 0 I 1 r - O O 0 I _ l IJ 0 — --------- --- -- ---- --- --- --- --- --- — — --- --- --- -- ---- --- --- --- ----- — — -- ---- --- ------ 00 18'-0" 10'-0" 8--0" 8'-0" 8'-0" 8'-0" 12'-0" 12'-0" ' 16'-0" 14'-0" 12'-0" 8'-0" 8'-0" 8'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 8'-0" 8'-0" 8'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 7r Ir Ir Ir Ir Ir Ir Ir Ir Ir Ir Ir Ir Ir Ir Ir Ir Ir Ir Ir Ir Ir Ir Ir Ir Ir r FLOOR PLAN NORTH A2 SCALE: 1/16" = 1'-0" NATE WITH ER FOR OPNG. :CAST WALL LAJ L A M P E R T A R C H I T E C T S 420 Summit Avenue •�• St. Paul, MN 55102 101 Phone:763.755.1211 Fax:763.757.2849 lamperfOlampert–arch.com ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AMDULY LICENSED ARCHITECT UNI)f3 E LAWS OF THE ST TI I llllI E OTA. SI ATURE LE PEIT PRINT 13669 V LICE �I$� GTE J\ Ki rn ho COMPANY GENERAL CONTRACTORS 21830 Industrial Court Rogers, MN 55374 Tel: 763-428-8088 Fax: 763-428-8090 O 1111111111111. 1111111111111. W .V 0 :2 LLLLLLLLLLLLLLLLLS Copyright 2022 Leonard Lampert Architects Inc. Project Designer: L. SCHMIDT Drawn By: ALE Checked By: LL Revisions {)/ 1 J/ LG r I\L L-1 VVI 1114 r%1\ I 9/13/22 IN PROGRESS 9/19/22 REVISED PRELIM. 9/29/22 REVISED PRELIM. FLOOR PLAN Sheet Number I Project No. CN Q I J 0 0 a J 0 0 1-- E E 0 C: (1) U - LO CV 0 Ln CV n rN e M fo, N a- n ,:0 n LOCKERS UY4. MEN COPY 108 115 5 163 S.F. 198 S.F. 18 FT BASE & U PER CABINETS FILES/SERVER HALL 0 0 � � � 105 107 00 d------�-------- BOARD 313 S.F. 684 S.F. O O 0 0 0 8X8 8X8 1 8X8 ROOMJ OFFICE OFFICE 596 S.F. WO 116 121 MARKETING STUDIO ME 109 110 S.F. 110 S.F. 1,381 S.F. 162 S.F. ---� � --— — — —� �--- ---� �---� I I SM 11 JAN. ® OPEN OFFICE ELEV 110 1141 I I I 43 S.F. 1,767 S.F. OFFICE _ HUDDLE HUDDLE UP _ QUIET 134 S.F. 134 S.F. UTILITY I - = j 111 171 S.F. 103 I — —_ 8X8 32 S.F. L-------� -- I I I I ---J �---+---� I �---+---� �---� 8X7 T T TI T T � I I RECEPTION 11-011 OPtN OFFICE 101 OFFICE OFFICE 122 478 S.F. 118 119 3228 S---+---+---+---+---T---� CAFE z--- ---� 110 S.F. 110 S.F. J— L— VESTIBULE o �� 102 m WILL CALL I I 1001 255 S.F. ml 112 145 S.F. h 261 S.F. L_ F—L --------J 7 FT HIGH POURED CONCRETE FEATURE WALL WITH BACKLIT SIGNAGE BY OWNER 70 n3 IIIIIIII STAT 310'— 0" 9/29/22 ol 310'— 0" 50'— 0" © UP 50'— 0" ol 25'-0" 25'-0" 27'-0" 23'-0" 25'-0" 25-0" 25-0" 25'-0" 25'-0" 25'-0" 30'-0" 30'-0" LOCKERS UY4. MEN COPY 108 115 5 163 S.F. 198 S.F. 18 FT BASE & U PER CABINETS FILES/SERVER HALL 0 0 � � � 105 107 00 d------�-------- BOARD 313 S.F. 684 S.F. O O 0 0 0 8X8 8X8 1 8X8 ROOMJ OFFICE OFFICE 596 S.F. WO 116 121 MARKETING STUDIO ME 109 110 S.F. 110 S.F. 1,381 S.F. 162 S.F. ---� � --— — — —� �--- ---� �---� I I SM 11 JAN. ® OPEN OFFICE ELEV 110 1141 I I I 43 S.F. 1,767 S.F. OFFICE _ HUDDLE HUDDLE UP _ QUIET 134 S.F. 134 S.F. UTILITY I - = j 111 171 S.F. 103 I — —_ 8X8 32 S.F. L-------� -- I I I I ---J �---+---� I �---+---� �---� 8X7 T T TI T T � I I RECEPTION 11-011 OPtN OFFICE 101 OFFICE OFFICE 122 478 S.F. 118 119 3228 S---+---+---+---+---T---� CAFE z--- ---� 110 S.F. 110 S.F. J— L— VESTIBULE o �� 102 m WILL CALL I I 1001 255 S.F. ml 112 145 S.F. h 261 S.F. L_ F—L --------J 7 FT HIGH POURED CONCRETE FEATURE WALL WITH BACKLIT SIGNAGE BY OWNER 70 n3 530 S.F. NOTE: COORD. WITH 1 EQUIP. SUPPLIER FOR ROOM DIVIDER OFFICE TRAINING ROOM POCKET DESIGN F1 —24 126 W 109 S.F. 929 S.F. 01 FlOFFICE cosi 109 S.F. i I I I I I I I J 01 IIIIIIII STAT 310'— 0" 9/29/22 ol I IIIIIIII 50'— 0" © UP 50'— 0" lo 60'-0" WOMEN 129 ®m m 250 S.F. LOCKERS 0 FITNESS q j 1 O O 0 128 O O 285 S.F. a L KERS 1 MEN 130 250 S.F, a BREAK ROOM � 127 HALL 131 1,150 S.F. 530 S.F. NOTE: COORD. WITH 1 EQUIP. SUPPLIER FOR ROOM DIVIDER OFFICE TRAINING ROOM POCKET DESIGN F1 —24 126 W 109 S.F. 929 S.F. 01 FlOFFICE cosi 109 S.F. i I I I I I I I J 01 PARTIAL REFLECTED CEILING PLAN SCALE: 3/32" = 1'-0" 6A L A M P E R T A R C H I T E C T S 420 Summit Avenue •�• St. Paul, MN 55102 101 Phone:763.755.1211 Fax:763.757.2849 lamperfOlampert—arch.com ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM'J DULY LICENSED ARCHITECT UNDO -NE LAWS OF THE 0- C E OTA. SI ATURE LEPE T PRINT 13669 V 6 LICELICEy$� TE J\ Kingharq GENERAL CONTRACTORS 21830 Industrial Court Rogers, MN 55374 Tel: 763-428-8088 Fax: 763-428-8090 Copyright 2022 Leonard Lampert Architects Inc. Project Designer: L. SCHMIDT Drawn By: ALE I Checked By: LL Revisions 8/19/22 310'— 0" 9/29/22 ol 50'— 0" 50'— 0" 50'— 0" 50'— 0" 50'— 0" lo 60'-0" PARTIAL REFLECTED CEILING PLAN SCALE: 3/32" = 1'-0" 6A L A M P E R T A R C H I T E C T S 420 Summit Avenue •�• St. Paul, MN 55102 101 Phone:763.755.1211 Fax:763.757.2849 lamperfOlampert—arch.com ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM'J DULY LICENSED ARCHITECT UNDO -NE LAWS OF THE 0- C E OTA. SI ATURE LEPE T PRINT 13669 V 6 LICELICEy$� TE J\ Kingharq GENERAL CONTRACTORS 21830 Industrial Court Rogers, MN 55374 Tel: 763-428-8088 Fax: 763-428-8090 Copyright 2022 Leonard Lampert Architects Inc. Project Designer: L. SCHMIDT Drawn By: ALE I Checked By: LL Revisions 8/19/22 PRELIMINARY 9/29/22 REVISED PRELIM. OFFICE FLOOR PLAN AND REFLECTED CEILING PLAN Sheet Number A2*1 Project No. 9/13/22 IN PROGRESS 9/29/22 REVISED PRELIM. OFFICE FLOOR PLAN AND REFLECTED CEILING PLAN Sheet Number A2*1 Project No. 0 I 0 LO 0 I 0 LO N Q I J 0 0 a J 0 0 H a E C (D U- 0 I N 0 0 0 �o 0 I e fo, N n ni 70 n3 el 125 01 n7 8/19/22 310'- 0" 9/29/22 ol 50'- 0" 50'- 0" 50'- 0" 50'- 0" 50'- 0" 60'-0" ni 70 n3 el 125 01 n7 8/19/22 310'- 0" 9/29/22 ol 50'- 0" 50'- 0" 50'- 0" 50'- 0" 42" HIGH RAILING lo 60'-0" TAI DN JA MEN �/ u SENIOR 204 203 OFFICE OFFICE OFFICE OFFICE OFFICE OFFICE 6 FT WIDE GATE OFFICE 163 S.F. 214 215 216 217 218 219 206 CONFERENCE 0 136 S.F. 136 S.F. 136 S.F. 136 S.F. 136 S.F. 140 S.F. CENTERED ON 280 S.F. 205 d DOOR BELOW 408 S.F. 00 T 0 0 WOME 202 SENIOR 162 S.F. OFFICE® 2 0-7] ML -F -1 L -F 153 S.F. STAIR 1510" BASE & UPPER FUTURE OFFICE 220 CFO (OPEN TO \ / _ 7,543 S.F. OFFICE TO BELOW) COLLABORATION /FLEX OPEN OFFICE I 208 � � 201 I 213 I 153 S.F. HALL DN 413 S.F. II 2.96 S.F. 200 + + + 545 S.F. EXECUTIVE OFFICE 209 258 S.F. ADMIN SENIOR OFFICE SENIOR OFFICE L L -L 210 211 212 I 118 S.F. 191 S. F. 191 S. F. 14'-0" 12'-0" 8'-0" 8'-0" 8'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 8'-0" 8'-0" 8'-0" 12'-0" 12'-0" 12'-0" 12'-0' 1 12'-0" 8'-0" 8'-0" 8'-0" 12'-0" 12'-0" '-0' 16'-0" ni 70 n3 el 125 01 n7 MEZZANINE REFLECTED CEILING PLAN NORTH SCALE: 3/32" = 1'-0" 0 10 0 I N 6A L A M P E R T A R C H I T E C T S 420 Summit Avenue •�• St. Paul, MN 55102 Phone:763.755.1211 Fax:763.757.2849 lamperfOlampert—arch.com ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AMJ DULY LICENSED ARCHITECT UNDf3E LAWS OF THE STT C� E OTA. C-1 10 SI ATURE LEPE T PRINT 13669 V LI C E�I$� TE J\ K irn ho COMPANY GENERAL CONTRACTORS 21830 Industrial Court Rogers, MN 55374 Tel: 763-428-8088 Fax: 763-428-8090 Copyright 2022 Leonard Lampert Architects Inc. Project Designer: L. SCHMIDT Drawn By: ALE I Checked By: LL Revisions 8/19/22 310'- 0" 9/29/22 ol 50'- 0" 50'- 0" 50'- 0" 50'- 0" 50'- 0" lo 60'-0" MEZZANINE REFLECTED CEILING PLAN NORTH SCALE: 3/32" = 1'-0" 0 10 0 I N 6A L A M P E R T A R C H I T E C T S 420 Summit Avenue •�• St. Paul, MN 55102 Phone:763.755.1211 Fax:763.757.2849 lamperfOlampert—arch.com ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AMJ DULY LICENSED ARCHITECT UNDf3E LAWS OF THE STT C� E OTA. C-1 10 SI ATURE LEPE T PRINT 13669 V LI C E�I$� TE J\ K irn ho COMPANY GENERAL CONTRACTORS 21830 Industrial Court Rogers, MN 55374 Tel: 763-428-8088 Fax: 763-428-8090 Copyright 2022 Leonard Lampert Architects Inc. Project Designer: L. SCHMIDT Drawn By: ALE I Checked By: LL Revisions 8/19/22 PRELIMINARY 9/29/22 REVISED PRELIM. MEZZANINE PLAN AND REFLECTED CEILING PLAN Sheet Number A2102 Project No. 9/13/22 IN PROGRESS 9/29/22 REVISED PRELIM. MEZZANINE PLAN AND REFLECTED CEILING PLAN Sheet Number A2102 Project No. G C 0 C o EXPOSED AGGREGATE PRECAST WALL PANEL TOP OF PRECAST EL. = 135'- 0 06 CLEAR HEIGHT EL. = 128'- 0 SANDBLAST PRECAST WALL PANEL gb 2ND FLOOR EL. = 116-0 PRE -FINISHED METAL CAP FLASHING ACCENT BAND, PAINTED o SANDBLAST FINISH I PRECAST WALL PANEL N wifinev PRE -FINISHED METAL CANOPY T.O. SIGN EL. 150'- 0" SCREWDRIVER SIGN L_____________=-------_____---________________________--�___ _______________-- 1 ____-_ = _---_tt___� U 2 SOUTH ELEVATION A3 SCALE: 1/16" = 1'-0" __� L -- :iI 3 EAST ELEVATION A3 SCALE: 1/16" = 1'-0" 4 NORTH ELEVATION L3 SCALE: 1/16" = 1'-0" FINISHED ROOF L A M P E R T A R C H I T E C T S 420 Summit Avenue St. Paul, MN 55102 i®i Phone:763.755.1211 Fox:763.757.2849 lam pert@lam pert—arch.com ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A I DULY LICENSED ARCHITECT UNDO E LAWS OF THE ST E OTA. SI ATURE LEPE T PRINT 13669 v (CLIC %Q0TE KznFin COMPANY GENERAL CONTRACTORS 21830 Industrial Court Rogers, MN 55374 Tel: 763-428-8088 Fax: 763-428-8090 9 Copyright 2022 Leonard Lampert Architects Inc. Project Designer: L. SCHMIDT Drown By: ALE Checked By: LL Revisions U/ I G/ LL r- I\ L L I IVI I I V M I\ I 9/13/22 IN PROGRESS 9/19/22 REVISED PRELIM. 9/29/22 REVISED PRELIM. BUILDING ELEVATIONS Sheet Number Project No. STORMWATER MANAGEMENT PLAN Wiha Tool Monticello, Minnesota September 20, 2022 I �Hakanson d]Anderson 3601 Thurston Avenue Anoka, Minnesota 55303 (763) 427-5860 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. 77�-- Ef 12�2140 - Timothy A. Egdjhs, PE 339518_SMP.docx 43362 9/20/22 Lic. No. Date TABLE OF CONTENTS PAGE TABLE OF CONTENTS................................................................................. i STUDYSUMMARY........................................................................................ 1-3 FIGURES Figure 1 Drainage Areas — Existing Conditions Figure 2 Drainage Areas — Proposed Conditions APPENDIX 1 EXISTING CONDITIONS — RATE CONTROL 2-, 10- and 100 -Year Storm Event Summaries Schematic...................................................................... 1 Rainfall Event Listing ...................................................... 2 AreaListing.................................................................... 3 Summary of Output (2 -Year) .......................................... 4-6 Summary of Output (10 -Year) ........................................ 7-9 Summary of Output (100 -Year) ...................................... 10-12 APPENDIX 2 PROPOSED CONDITIONS — RATE CONTROL 2-, 10- and 100 -Year Storm Event Summaries Schematic...................................................................... 1 Rainfall Event Listing ...................................................... 2 AreaListing.................................................................... 3 Summary of Output (2 -Year) .......................................... 4-23 Summary of Output (10 -Year) ........................................ 24-43 Summary of Output (100 -Year) ...................................... 44-63 APPENDIX 3 PROPOSED CONDITIONS MIDS Calculator Results APPENDIX 4 PROPOSED CONDITIONS Rational Method Storm Sewer Design Calculations Runoff Coefficient Table Atlas 14 Rainfall Intensity Table APPENDIX 5 PROPOSED CONDITIONS Infiltration Basin Storage Volume APPENDIX 6 Atlas 14 Rainfall Depth Table STORMWA TER SUMMARY GENERAL Wiha Tool is a proposed industrial site located on the south side of East 7t" Street, between Wright Street and Washington Street, in the City of Monticello. Building and parking lot improvements are proposed with a building addition and the associated parking planned for future construction. This Stormwater Management Plan includes the stormwater runoff from the proposed and future improvements. The City of Monticello and the Minnesota Pollution Control Agency (MPCA) dictate the volume control, rate control and water quality control requirements for this site. The stormwater facilities are based on their guidelines. VOLUME CONTROL The City of Monticello requires that proposed development captures and retains, on site, a volume equal to 1.1 inches of runoff from all impervious surfaces. To meet this requirement an infiltration basin will be constructed. The following table summarizes the impervious areas for the project: Subcatchment Proposed Impervious Surface Area square feet Future Impervious Surface Area (square feet Required Infiltration Volume cubic feet Actual Infiltration Volume cubic feet 1 21,560 11,548 2 21,059 3 9,343 4 9,458 5 2,478 6 4,285 7 7,271 8 9,380 9 3,099 5,055 10 3,249 5,600 11 1,793 1,738 12 13 2,991 113 14 749 15 1,585 134 16 12,620 17 12,231 18 853 Subcatchment Proposed Impervious Surface Area (square feet Future Impervious Surface Area (square feet Required Infiltration Volume cubic feet Actual Infiltration Volume cubic feet 100* 463 101* 646 ROOF 1 39,060 ROOF 2 39,268 ROOF 3 38,648 ROOF 4 38,440 INF 0 RATE 0 OFFSITE * 5,150 TOTALS 182,887 126,980 28,404 29,967 * This area is not routed to the infiltration basin. As shown, the actual infiltration volume is greater than the required infiltration volume. The infiltration volume will reach a depth of 1.3' and assuming an infiltration rate of 0.45 inches/hour, the infiltration volume will infiltrate within 48 hours. RATE CONTROL The City of Monticello requires that the post -development peak runoff rates not exceed the existing runoff rates for the 2-, 10-, and 100 -year storm events. HydroCAD was used to model existing and proposed conditions. As mentioned above, the site was modeled assuming the proposed and future improvements have been completed. The Atlas 14 rainfall data that was used for the models is included in Appendix 6. Existing Conditions The site currently consists of a farmed field and woods with Type "B" soils. The west third of the site drains to an existing low area that stores and infiltrates the entire 100 -year storm event without discharging. The remaining two-thirds of the site drains to either 7t" Street or an existing drainageway located east of the site. The existing drainage areas are shown on Figure 1. Proposed Conditions For the proposed conditions analysis, the site was divided into drainage areas that correspond to catch basin, storm sewer stub, flared end section and pond locations. A majority of the site is routed to an infiltration basin. The infiltration basin will discharge to a proposed pond that is designed to control the discharge rates from the site. The rate control pond will discharge to the existing drainageway located east of the site, which eventually drains to the Mississippi River. The proposed drainage areas are shown on Figure 2. 2 The following table summarizes the existing and proposed discharge rates for each storm event: Storm Existing Proposed Event Discharge Discharge 92% (cfs) (cfs) 2 -Year 1.11 1.11 10 -Year 5.04 4.86 100 -Year 15.86 15.60 The existing discharge was determined by adding the discharge from Subcatchments "E-1" and "E-3" and from Pond "LOW". The proposed discharge was determined by adding the discharge from Subcatchments "100" and "101" and form Pond "POND -RATE". As shown, the proposed discharge rates are less than or equal to the existing discharge rates for the 2-, 10- and 100 -year storm events. The existing and proposed HydroCAD results are included in Appendices 1 and 2. A summary of the infiltration basin storage volume is included in Appendix 5. WATER QUALITY The City of Monticello requires development projects to have a no net increase from pre - project conditions of total volume, TSS and TP. The MIDS Calculator was used to analyze the removal efficiency for total volume, TSS and TP. The following table summarizes the removal efficiency for the proposed infiltration basin: Stormwater Facility Proposed Removal Efficiency Total Volume TSS TP Infiltration Basin 1 92% 92% 92% Per the City of Monticello Design Guidelines, since the site has satisfied the City's volume control standard, the water quality standard is considered satisfied. The MIDS Summary for the infiltration basin is included in Appendix 3. The rate control pond does not provide reduction to total volume, TSS or TP and was not included in the MIDS calculations. STORM SEWER DESIGN The storm sewer on site is designed to convey the peak discharge from the 10 -year storm event. The drainage areas used for the storm sewer design are shown on Figure 2 and the rational method storm sewer design calculations are in Appendix 4. 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� ------ -_-- _- ��g8 - _- L _ - '--__-- ____-�-- -- _-- _ -_ _ —g54 I —_----- ---- ��� -- ---- ��55'� 9¢ I�5er—_ —_ ��— _ _ —_== _.—��� =__=--__—_—_� X55------ \NZERSIAIE nl LEGEND E—�( SUBCATCHMENT NUMBER � DRAINAGE BOUNDARY C� DRAINAGE ARROW DEXISTING IMPERVIOUS SURFACE 50 0 50 100 SCALE IN FEET """ "`"""'" FIGURE 1 Hakanson Anderson Civil Engineers and Land Surveyors iso, Thurston Ave., Anoka, Minnesota 55303 WIHA TOOL DRAINAGE AREAS 763-427-5860 FAX 763-427-0520 www.hakanson-anderson.com EXISTING CONDITIONS 3395.18 I --- F---4�r \\\ Ir 10 9 9 -9Sq v \ 7TH STREET X 74, 0 LEGEND O SUBCATCHMENT NUMBER DRAINAGE BOUNDARY ==> DRAINAGE ARROW DEXISTING IMPERVIOUS SURFACE PROPOSED NEW IMPERVIOUS SURFACE ® FUTURE IMPERVIOUS SURFACE Y \ 50 0 50 100 SCALE IN FEET """ "`"""'"FIGURE 2 - Hakanson Anderson - — Civil Engineers and Land Surveyors 3601 Thurston Ave., Anoka, Minnesota 55303 WIHA TOOL DRAINAGE AREAS 763-427-5860 FAX 763-427-0520 www.hakanson-anderson.com PROPOSED CONDITIONS 3395.18 APPENDIX 1 Existing Conditions — Rate Control (2-, 10- and 100 -Year Storm Events) Subcat Reach on Link E-3 339518—Existing Conditions (9-20-22) Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 2 -Year MSE 24 -hr 3 Default 24.00 1 2.84 2 2 10 -Year MSE 24 -hr 3 Default 24.00 1 4.22 2 3 100 -Year MSE 24 -hr 3 Default 24.00 1 6.87 2 339518—Existing Conditions (9-20-22) Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 12.424 61 >75% Grass cover, Good, HSG B (E-1, E-2, E-3) 12.424 61 TOTAL AREA 339518—Existing Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HvdroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paae 4 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment E-1: Runoff Area=192,414 sf 0.00% Impervious Runoff Depth>0.31" Flow Length=350' Tc=14.2 min CN=61 Runoff=1.04 cfs 0.113 of Subcatchment E-2: Runoff Area=339,233 sf 0.00% Impervious Runoff Depth>0.31" Flow Length=500' Tc=16.0 min CN=61 Runoff=1.74 cfs 0.198 of Subcatchment E-3: Runoff Area=9,532 sf 0.00% Impervious Runoff Depth>0.31" Tc=7.0 min CN=61 Runoff=0.07 cfs 0.006 of Pond LOW: Peak Elev=954.78' Storage=5,137 cf Inflow=1.74 cfs 0.198 of Discarded=0.11 cfs 0.098 of Primary=0.00 cfs 0.000 of Outflow=0.11 cfs 0.098 of Total Runoff Area =12.424 ac Runoff Volume= 0.317 of Average Runoff Depth= 0.31" 100.00% Pervious =12.424 ac 0.00% Impervious = 0.000 ac 339518 -Existing Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment E-1: Runoff = 1.04 cfs @ 12.30 hrs, Volume= 0.113 af, Depth> 0.31" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 192,414 61 >75% Grass cover, Good, HSG B 192,414 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 4.5 450 0.0125 1.68 Grass: Dense n= 0.240 P2= 2.84" 2.7 300 0.0150 1.84 Shallow Concentrated Flow, Grassed Waterwav Kv=15.0 fps 14.2 350 Total Summary for Subcatchment E-2: Runoff = 1.74 cfs @ 12.33 hrs, Volume= 0.198 af, Depth> 0.31" Routed to Pond LOW: Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 339,233 61 >75% Grass cover, Good, HSG B 339,233 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 4.5 450 0.0125 1.68 Shallow Concentrated Flow, Grassed Waterwav Kv=15.0 fps 16.0 500 Total Summary for Subcatchment E-3: Runoff = 0.07 cfs @ 12.18 hrs, Volume= 0.006 af, Depth> 0.31" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 9,532 61 >75% Grass cover, Good, HSG B 9,532 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Pond LOW: 339518 -Existing Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 © 2022 HydroCAD Software Solutions LLC Page 6 Inflow Area = 7.788 ac, 0.00% Impervious, Inflow Depth > 0.31" for 2 -Year event Inflow = 1.74 cfs @ 12.33 hrs, Volume= 0.198 of Outflow = 0.11 cfs @ 18.20 hrs, Volume= 0.098 af, Atten= 94%, Lag= 351.7 min Discarded = 0.11 cfs @ 18.20 hrs, Volume= 0.098 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 954.78'@ 18.20 hrs Surf.Area=15,346 sf Storage= 5,137 cf Plug -Flow detention time= 337.1 min calculated for 0.098 of (49% of inflow) Center -of -Mass det. time= 206.5 min (1,096.9 - 890.4 ) Volume Invert Avail.Storage Storage Description #1 954.11' 178,085 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 954.11 0 0 0 955.00 20,401 9,078 9,078 956.00 70,702 45,552 54,630 957.00 176,208 123,455 178,085 Device Routing Invert Outlet Devices #1 Discarded 954.11' 0.300 in/hr Exfiltration over Surface area #2 Primary 956.10' 20.0' long + 10.0'/' SideZ x 5.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.11 cfs @ 18.20 hrs HW=954.78' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.11 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.11' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 339518—Existing Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HvdroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paae 7 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment E-1: Runoff Area=192,414 sf 0.00% Impervious Runoff Depth>0.93" Flow Length=350' Tc=14.2 min CN=61 Runoff=4.72 cfs 0.341 of Subcatchment E-2: Runoff Area=339,233 sf 0.00% Impervious Runoff Depth>0.93" Flow Length=500' Tc=16.0 min CN=61 Runoff=7.79 cfs 0.601 of Subcatchment E-3: Runoff Area=9,532 sf 0.00% Impervious Runoff Depth>0.93" Tc=7.0 min CN=61 Runoff=0.32 cfs 0.017 of Pond LOW: Peak Elev=955.31' Storage=17,984 cf Inflow=7.79 cfs 0.601 of Discarded=0.25 cfs 0.233 of Primary=0.00 cfs 0.000 of Outflow=0.25 cfs 0.233 of Total Runoff Area =12.424 ac Runoff Volume = 0.958 of Average Runoff Depth = 0.93" 100.00% Pervious =12.424 ac 0.00% Impervious = 0.000 ac 339518 -Existing Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment E-1: Runoff = 4.72 cfs @ 12.25 hrs, Volume= 0.341 af, Depth> 0.93" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Description 192,414 61 >75% Grass cover, Good, HSG B 192,414 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 4.5 450 0.0125 1.68 Grass: Dense n= 0.240 P2= 2.84" 2.7 300 0.0150 1.84 Shallow Concentrated Flow, Grassed Waterwav Kv=15.0 fps 14.2 350 Total Summary for Subcatchment E-2: Runoff = 7.79 cfs @ 12.28 hrs, Volume= 0.601 af, Depth> 0.93" Routed to Pond LOW: Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Description 339,233 61 >75% Grass cover, Good, HSG B 339,233 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 4.5 450 0.0125 1.68 Shallow Concentrated Flow, Grassed Waterwav Kv=15.0 fps 16.0 500 Total Summary for Subcatchment E-3: Runoff = 0.32 cfs @ 12.16 hrs, Volume= 0.017 af, Depth> 0.93" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Description 9,532 61 >75% Grass cover, Good, HSG B 9,532 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Pond LOW: 339518 -Existing Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 © 2022 HydroCAD Software Solutions LLC Page 9 Inflow Area = 7.788 ac, 0.00% Impervious, Inflow Depth > 0.93" for 10 -Year event Inflow = 7.79 cfs @ 12.28 hrs, Volume= 0.601 of Outflow = 0.25 cfs @ 17.95 hrs, Volume= 0.233 af, Atten= 97%, Lag= 340.5 min Discarded = 0.25 cfs @ 17.95 hrs, Volume= 0.233 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 955.31'@ 17.95 hrs Surf.Area= 36,223 sf Storage= 17,984 cf Plug -Flow detention time= 356.7 min calculated for 0.233 of (39% of inflow) Center -of -Mass det. time= 241.0 min (1,095.5 - 854.6 ) Volume Invert Avail.Storage Storage Description #1 954.11' 178,085 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 954.11 0 0 0 955.00 20,401 9,078 9,078 956.00 70,702 45,552 54,630 957.00 176,208 123,455 178,085 Device Routing Invert Outlet Devices #1 Discarded 954.11' 0.300 in/hr Exfiltration over Surface area #2 Primary 956.10' 20.0' long + 10.0'/' SideZ x 5.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.25 cfs @ 17.95 hrs HW=955.31' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.25 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.11' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 339518—Existing Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HvdroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 10 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment E-1: Runoff Area=192,414 sf 0.00% Impervious Runoff Depth>2.61" Flow Length=350' Tc=14.2 min CN=61 Runoff=14.87 cfs 0.959 of Subcatchment E-2: Runoff Area=339,233 sf 0.00% Impervious Runoff Depth>2.61" Flow Length=500' Tc=16.0 min CN=61 Runoff=24.84 cfs 1.691 of Subcatchment E-3: Runoff Area=9,532 sf 0.00% Impervious Runoff Depth>2.61" Tc=7.0 min CN=61 Runoff=0.99 cfs 0.048 of Pond LOW: Peak Elev=956.02' Storage=56,287 cf Inflow=24.84 cfs 1.691 of Discarded=0.51 cfs 0.479 of Primary=0.00 cfs 0.000 of Outflow=0.51 cfs 0.479 of Total Runoff Area =12.424 ac Runoff Volume =2.698 of Average Runoff Depth= 2.61" 100.00% Pervious =12.424 ac 0.00% Impervious = 0.000 ac 339518 -Existing Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 11 Summary for Subcatchment E-1: Runoff = 14.87 cfs @ 12.24 hrs, Volume= 0.959 af, Depth> 2.61" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Description 192,414 61 >75% Grass cover, Good, HSG B 192,414 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 4.5 450 0.0125 1.68 Grass: Dense n= 0.240 P2= 2.84" 2.7 300 0.0150 1.84 Shallow Concentrated Flow, Grassed Waterwav Kv=15.0 fps 14.2 350 Total Summary for Subcatchment E-2: Runoff = 24.84 cfs @ 12.26 hrs, Volume= 1.691 af, Depth> 2.61" Routed to Pond LOW: Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Description 339,233 61 >75% Grass cover, Good, HSG B 339,233 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 4.5 450 0.0125 1.68 Shallow Concentrated Flow, Grassed Waterwav Kv=15.0 fps 16.0 500 Total Summary for Subcatchment E-3: Runoff = 0.99 cfs @ 12.15 hrs, Volume= 0.048 af, Depth> 2.61" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Description 9,532 61 >75% Grass cover, Good, HSG B 9,532 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Pond LOW: 339518 -Existing Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 © 2022 HydroCAD Software Solutions LLC Page 12 Inflow Area = 7.788 ac, 0.00% Impervious, Inflow Depth > 2.61" for 100 -Year event Inflow = 24.84 cfs @ 12.26 hrs, Volume= 1.691 of Outflow = 0.51 cfs @ 18.74 hrs, Volume= 0.479 af, Atten= 98%, Lag= 388.9 min Discarded = 0.51 cfs @ 18.74 hrs, Volume= 0.479 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 956.02'@ 18.74 hrs Surf.Area= 73,132 sf Storage= 56,287 cf Plug -Flow detention time= 362.9 min calculated for 0.478 of (28% of inflow) Center -of -Mass det. time= 261.7 min (1,091.3 - 829.6 ) Volume Invert Avail.Storage Storage Description #1 954.11' 178,085 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 954.11 0 0 0 955.00 20,401 9,078 9,078 956.00 70,702 45,552 54,630 957.00 176,208 123,455 178,085 Device Routing Invert Outlet Devices #1 Discarded 954.11' 0.300 in/hr Exfiltration over Surface area #2 Primary 956.10' 20.0' long + 10.0'/' SideZ x 5.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.51 cfs @ 18.74 hrs HW=956.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.51 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.11' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) APPENDIX 2 Proposed Conditions — Rate Control (2-, 10- and 100 -Year Storm Events) Subcat Reach on Link 339518—Proposed Conditions (9-20-22) Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 2 -Year MSE 24 -hr 3 Default 24.00 1 2.84 2 2 10 -Year MSE 24 -hr 3 Default 24.00 1 4.22 2 3 100 -Year MSE 24 -hr 3 Default 24.00 1 6.87 2 339518 -Proposed Conditions (9-20-22) Prepared by Hakanson Anderson Printed 9/1912022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 5.428 61 >75% Grass cover, Good, HSG B (1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 100, 101, INF, RATE) 2.915 98 Future Impervious (1, 9, 10, 11, 13, 15, 16, 17, 18, ROOF 3, ROOF 4) 4.080 98 Proposed Impervious (1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 100, 101, ROOF 1, ROOF 2) 12.424 82 TOTAL AREA 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall=2.84" Prepared by Hakanson Anderson Printed 9/1912022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 4 Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Runoff Area=36.257 sf 91.31% Impervious Runoff Depth=2.41" Tc=7.0 min CN=61/98 Runoff=3.01 cfs 0.167 of Subcatchment 2: Runoff Area=30.653 sf 68.70% Impervious Runoff Depth=1.89" Tc=7.0 min CN=61/98 Runoff=1.97 cfs 0.111 of Subcatchment 3: Runoff Area=14.100 sf 66.26% Impervious Runoff Depth=1.83" Tc=7.0 min CN=61/98 Runoff=0.88 cfs 0.049 of Subcatchment 4: Runoff Area=14.385 sf 65.75% Impervious Runoff Depth=1.82" Tc=7.0 min CN=61/98 Runoff=0.89 cfs 0.050 of Subcatchment 5: Runoff Area=3,432 sf 72.20% Impervious Runoff Depth=1.97' Tc=7.0 min CN=61/98 Runoff=0.23 cfs 0.013 of Subcatchment 6: Runoff Area=5,209 sf 82.26% Impervious Runoff Depth=2.20" Tc=7.0 min CN=61/98 Runoff=0.39 cfs 0.022 of Subcatchment 7: Runoff Area=8,575 sf 84.79% Impervious Runoff Depth=2.26" Tc=7.0 min CN=61/98 Runoff=0.67 cfs 0.037 of Subcatchment 8: Runoff Area=11.168 sf 83.99% Impervious Runoff Depth=2.24" Tc=7.0 min CN=61/98 Runoff=0.86 cfs 0.048 of Subcatchment 9: Runoff Area=9,759 sf 83.55% Impervious Runoff Depth=2.23" Tc=7.0 min CN=61/98 Runoff=0.75 cfs 0.042 of Subcatchment 10: Runoff Area=10.140 sf 87.27% Impervious Runoff Depth=2.32" Tc=7.0 min CN=61/98 Runoff=0.81 cfs 0.045 of Subcatchment 11: Runoff Area=4,257 sf 82.95% Impervious Runoff Depth=2.22" Tc=7.0 min CN=61/98 Runoff=0.32 cfs 0.018 of Subcatchment 12: Runoff Area=89.352 sf 0.00% Impervious Runoff Depth=0.31" Tc=15.0 min CN=61/0 Runoff=0.47 cfs 0.052 of Subcatchment 13: Runoff Area=12.073 sf 25.71% Impervious Runoff Depth=0.90" Tc=7.0 min CN=61/98 Runoff=0.34 cfs 0.021 of Subcatchment 14: Runoff Area=2,119 sf 35.35% Impervious Runoff Depth=1.12" Tc=7.0 min CN=61/98 Runoff=0.08 cfs 0.005 of Subcatchment 15: Runoff Area=2,313 sf 74.32% Impervious Runoff Depth=2.02" Tc=7.0 min CN=61/98 Runoff=0.16 cfs 0.009 of Subcatchment 16: Runoff Area=16.407 sf 76.92% Impervious Runoff Depth=2.08" Tc=7.0 min CN=61/98 Runoff=1.17 cfs 0.065 of Subcatchment 17: Runoff Area=15.200 sf 80.47% Impervious Runoff Depth=2.16" Tc=7.0 min CN=61/98 Runoff=1.12 cfs 0.063 of Subcatchment 18: Runoff Area=1,320 sf 64.62% Impervious Runoff Depth=1.79" Tc=7.0 min CN=61/98 Runoff=0.08 cfs 0.005 of Subcatchment 100: Runoff Area=677 sf 68.39% Impervious Runoff Depth=1.88" Tc=7.0 min CN=61/98 Runoff=0.04 cfs 0.002 of Subcatchment 101: Runoff Area=989 sf 65.32% Impervious Runoff Depth=1.81" Tc=7.0 min CN=61/98 Runoff=0.06 cfs 0.003 of 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall=2.84" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 5 Subcatchment INF: Runoff Area=59.041 sf 0.00% Impervious Runoff Depth=0.31" Tc=7.0 min CN=61/0 Runoff=0.42 cfs 0.035 of Subcatchment RATE: Runoff Area=38.337 sf 0.00% Impervious Runoff Depth=0.31" Tc=7.0 min CN=61/0 Runoff=0.27 cfs 0.022 of Subcatchment ROOF 1: Runoff Area=39.060 sf 100.00% Impervious Runoff Depth=2.61" Tc=7.0 min CN=0198 Runoff=3.53 cfs 0.195 of Subcatchment ROOF 2: Runoff Area=39.268 sf 100.00% Impervious Runoff Depth=2.61" Tc=7.0 min CN=0/98 Runoff=3.55 cfs 0.196 of Subcatchment ROOF 3: Runoff Area=38.648 sf 100.00% Impervious Runoff Depth=2.61" Tc=7.0 min CN=0198 Runoff=3.49 cfs 0.193 of Subcatchment ROOF 4: Runoff Area=38.440 sf 100.00% Impervious Runoff Depth=2.61" Tc=7.0 min CN=0/98 Runoff=3.48 cfs 0.192 of Pond CB 11: Peak Elev=953.49' Inflow=0.32 cfs 0.018 of 12.0" Round Culvert n=0.012 L=120.0' S=0.0038'/' Outflow=0.32 cfs 0.018 of Pond CB/MH 1: Peak EIev=948.86' Inflow=27.79 cfs 1.597 of 36.0" Round Culvert n=0.012 L=40.0' S=0.0125'/' Outflow=27.79 cfs 1.597 of Pond CB/MH 10: Peak EIev=953.22' Inflow=1.13 cfs 0.063 of 15.0" Round Culvert n=0.012 L=120.0' S=0.0030'/' Outflow=1.13 cfs 0.063 of Pond CB/MH 13: Peak EIev=949.61' Inflow=9.91 cfs 0.552 of 24.0" Round Culvert n=0.012 L=134.0' S=0.0050'/' Outflow=9.91 cfs 0.552 of Pond CB/MH 14: Peak EIev=949.95' Inflow=6.10 cfs 0.339 of 21.0" Round Culvert n=0.012 L=147.0' S=0.0030'/' Outflow=6.10 cfs 0.339 of Pond CB/MH 15: Peak EIev=950.23' Inflow=6.02 cfs 0.334 of 21.0" Round Culvert n=0.012 L=58.0' S=0.0029'/' Outflow=6.02 cfs 0.334 of Pond CB/MH 16: Peak EIev=950.43' Inflow=5.86 cfs 0.325 of 21.0" Round Culvert n=0.012 L=39.0' S=0.0031 T Outflow=5.86 cfs 0.325 of Pond CB/MH 17: Peak EIev=951.49' Inflow=4.70 cfs 0.260 of 18.0" Round Culvert n=0.012 L=237.0' S=0.0050'/' Outflow=4.70 cfs 0.260 of Pond CB/MH 18: Peak EIev=952.90' Inflow=3.57 cfs 0.197 of 18.0" Round Culvert n=0.012 L=116.0' S=0.0030'/' Outflow=3.57 cfs 0.197 of Pond CB/MH 2: Peak EIev=949.68' Inflow=11.33 cfs 0.683 of 27.0" Round Culvert n=0.012 L=189.0' S=0.0030'P Outflow=11.33 cfs 0.683 of Pond CB/MH 3: Peak EIev=950.75' Inflow=9.37 cfs 0.572 of 24.0" Round Culvert n=0.012 L=295.0' S=0.0040'/' Outflow=9.37 cfs 0.572 of Pond CB/MH 4: Peak EIev=951.60' Inflow=8.49 cfs 0.523 of 24.0" Round Culvert n=0.012 L=120.0' S=0.0030'/' Outflow=8.49 cfs 0.523 of Pond CB/MH 5: Peak EIev=951.98' Inflow=7.61 cfs 0.473 of 24.0" Round Culvert n=0.012 L=131.0' S=0.0030'/' Outflow=7.61 cfs 0.473 of Pond CB/MH 6: Peak EIev=952.29' Inflow=7.38 cfs 0.460 of 24.0" Round Culvert n=0.012 L=38.0' S=0.0029'/' Outflow=7.38 cfs 0.460 of Pond CB/MH 7: Peak EIev=952.66' Inflow=6.98 cfs 0.438 of 24.0" Round Culvert n=0.012 L=149.0' S=0.0030'/' Outflow=6.98 cfs 0.438 of 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall=2.84" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 6 Pond CB/MH 8: Peak EIev=952.60' Inflow=2.77 cfs 0.205 of 18.0" Round Culvert n=0.012 L=100.0' S=0.0030'/' Outflow=2.77 cfs 0.205 of Pond CB/MH 9: Peak EIev=952.90' Inflow=1.91 cfs 0.157 of 18.0" Round Culvert n=0.012 L=128.0' S=0.0030'/' Outflow=1.91 cfs 0.157 of Pond FES #12: Peak EIev=954.29' Storage=148 cf Inflow=0.47 cfs 0.052 of 15.0" Round Culvert n=0.012 L=12.0' S=0.0367'P Outflow=0.40 cfs 0.052 of Pond POND -INF: Peak EIev=947.83' Storage=44.470 cf Inflow=28.17 cfs 1.631 of Discarded=0.30 cfs 1.090 of Primary=1.65 cfs 0.541 of Outflow=1.95 cfs 1.631 of Pond POND -RATE: Peak EIev=944.38' Storage=6,472 cf Inflow=1.70 cfs 0.564 of Outflow=1.01 cfs 0.564 of Pond RD 1: Peak EIev=952.35' Inflow=3.53 cfs 0.195 of 16.0" Round Culvert n=0.012 L=145.0' S=0.0191 T Outflow=3.53 cfs 0.195 of Pond RD 2: Peak EIev=955.35' Inflow=3.55 cfs 0.196 of 16.0" Round Culvert n=0.012 L=73.0' S=0.0300'P Outflow=3.55 cfs 0.196 of Pond RD 3: Peak EIev=955.34' Inflow=3.49 cfs 0.193 of 16.0" Round Culvert n=0.012 L=71.0' S=0.0300'/' Outflow=3.49 cfs 0.193 of Pond RD 4: Peak EIev=952.34' Inflow=3.48 cfs 0.192 of 16.0" Round Culvert n=0.012 L=100.0' S=0.0250'/' Outflow=3.48 cfs 0.192 of Total Runoff Area = 12.424 ac Runoff Volume =1.660 of Average Runoff Depth =1.60" 43.69% Pervious = 5.428 ac 56.31% Impervious = 6.995 ac 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1: Runoff = 3.01 cfs @ 12.14 hrs, Volume= 0.167 af, Depth= 2.41" Routed to Pond CB/MH 1 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 21,560 98 Proposed Impervious 11,548 98 Future Impervious 3,149 61 >75% Grass cover, Good, HSG B 36,257 95 Weighted Average 3,149 61 8.69% Pervious Area 33,108 98 91.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 2: Runoff = 1.97 cfs @ 12.14 hrs, Volume= 0.111 af, Depth= 1.89" Routed to Pond CB/MH 2 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 21,059 98 Proposed Impervious 9.594 61 >75% Grass cover, Good. HSG B 30,653 86 Weighted Average 9,594 61 31.30% Pervious Area 21,059 98 68.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 3: Runoff = 0.88 cfs @ 12.14 hrs, Volume= 0.049 af, Depth= 1.83" Routed to Pond CB/MH 3 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 9,343 98 Proposed Impervious 4,757 61 >75% Grass cover, Good, HSG B 14,100 86 Weighted Average 4,757 61 33.74% Pervious Area 9,343 98 66.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 4: Runoff = 0.89 cfs @ 12.14 hrs, Volume= 0.050 af, Depth= 1.82" Routed to Pond CB/MH 4 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 9,458 98 Proposed Impervious 4,927 61 >75% Grass cover, Good, HSG B 14,385 85 Weighted Average 4,927 61 34.25% Pervious Area 9,458 98 65.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 5: Runoff = 0.23 cfs @ 12.14 hrs, Volume= 0.013 af, Depth= 1.97" Routed to Pond CB/MH 5 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 2,478 98 Proposed Impervious 954 61 >75% Grass cover, Good, HSG B 3,432 88 Weighted Average 954 61 27.80% Pervious Area 2,478 98 72.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 6: Runoff = 0.39 cfs @ 12.14 hrs, Volume= 0.022 af, Depth= 2.20" Routed to Pond CB/MH 6 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Descri 4,285 98 Proposed Impervious 924 61 >75% Grass cover, Good, HSG B 5,209 91 Weighted Average 924 61 17.74% Pervious Area 4,285 98 82.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 7: Runoff = 0.67 cfs @ 12.14 hrs, Volume= 0.037 af, Depth= 2.26" Routed to Pond CB/MH 7 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 7,271 98 Proposed Impervious 1,304 61 >75% Grass cover, Good, HSG B 8,575 92 Weighted Average 1,304 61 15.21% Pervious Area 7,271 98 84.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 8: Runoff = 0.86 cfs @ 12.14 hrs, Volume= 0.048 af, Depth= 2.24" Routed to Pond CB/MH 8 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 9,380 98 Proposed Impervious 1,788 61 >75% Grass cover, Good, HSG B 11,168 92 Weighted Average 1,788 61 16.01% Pervious Area 9,380 98 83.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 9: Runoff = 0.75 cfs @ 12.14 hrs, Volume= 0.042 af, Depth= 2.23" Routed to Pond CB/MH 9 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Descri 3,099 98 Proposed Impervious 5,055 98 Future Impervious 1,605 61 >75% Grass cover, Good, HSG B 9,759 92 Weighted Average 1,605 61 16.45% Pervious Area 8,154 98 83.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 10 Summary for Subcatchment 10: Runoff = 0.81 cfs @ 12.14 hrs, Volume= 0.045 af, Depth= 2.32" Routed to Pond CB/MH 10 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 3,249 98 Proposed Impervious 5,600 98 Future Impervious 1,291 61 >75% Grass cover, Good, HSG B 10,140 93 Weighted Average 1,291 61 12.73% Pervious Area 8,849 98 87.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 11: Runoff = 0.32 cfs @ 12.14 hrs, Volume= 0.018 af, Depth= 2.22" Routed to Pond CB 11 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 1,793 98 Proposed Impervious 1,738 98 Future Impervious 726 61 >75% Grass cover, Good, HSG B 4,257 92 Weighted Average 726 61 17.05% Pervious Area 3,531 98 82.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 12: Runoff = 0.47 cfs @ 12.31 hrs, Volume= 0.052 af, Depth= 0.31" Routed to Pond FES #12 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 89,352 61 >75% Grass cover, Good, HSG B 89,352 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 11 Summary for Subcatchment 13: Runoff = 0.34 cfs @ 12.15 hrs, Volume= 0.021 af, Depth= 0.90" Routed to Pond CB/MH 13 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 2,991 98 Proposed Impervious 113 98 Future Impervious 8,969 61 >75% Grass cover, Good, HSG B 12,073 71 Weighted Average 8,969 61 74.29% Pervious Area 3,104 98 25.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 14: Runoff = 0.08 cfs @ 12.15 hrs, Volume= 0.005 af, Depth= 1.12" Routed to Pond CB/MH 14 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 749 98 Proposed Impervious 1,370 61 >75% Grass cover, Good. HSG B 2,119 74 Weighted Average 1,370 61 64.65% Pervious Area 749 98 35.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 15: Runoff = 0.16 cfs @ 12.14 hrs, Volume= 0.009 af, Depth= 2.02" Routed to Pond CB/MH 15 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 1,585 98 Proposed Impervious 134 98 Future Impervious 594 61 >75% Grass cover. Good. HSG B 2,313 88 Weighted Average 594 61 25.68% Pervious Area 1,719 98 74.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 12 Summary for Subcatchment 16: Runoff = 1.17 cfs @ 12.14 hrs, Volume= 0.065 af, Depth= 2.08" Routed to Pond CB/MH 16 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 12,620 98 Future Impervious 3,787 61 >75% Grass cover, Good, HSG B 16,407 89 Weighted Average 3,787 61 23.08% Pervious Area 12,620 98 76.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 17: Runoff = 1.12 cfs @ 12.14 hrs, Volume= 0.063 af, Depth= 2.16" Routed to Pond CB/MH 17 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 12,231 98 Future Impervious 2,969 61 >75% Grass cover, Good, HSG B 15,200 91 Weighted Average 2,969 61 19.53% Pervious Area 12,231 98 80.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 18: Runoff = 0.08 cfs @ 12.14 hrs, Volume= 0.005 af, Depth= 1.79" Routed to Pond CB/MH 18 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Descri 853 98 Future Impervious 467 61 >75% Grass cover, Good, HSG B 1,320 85 Weighted Average 467 61 35.38% Pervious Area 853 98 64.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 13 Summary for Subcatchment 100: Runoff = 0.04 cfs @ 12.14 hrs, Volume= 0.002 af, Depth= 1.88" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 463 98 Proposed Impervious 214 61 >75% Grass cover, Good, HSG B 677 86 Weighted Average 214 61 31.61% Pervious Area 463 98 68.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 101: Runoff = 0.06 cfs @ 12.14 hrs, Volume= 0.003 af, Depth= 1.81" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Descriotion 646 98 Proposed Impervious 343 61 >75% Grass cover, Good, HSG B 989 85 Weighted Average 343 61 34.68% Pervious Area 646 98 65.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment INF: Runoff = 0.42 cfs @ 12.18 hrs, Volume= 0.035 af, Depth= 0.31" Routed to Pond POND -INF : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 59,041 61 >75% Grass cover, Good, HSG B 59,041 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment RATE: Runoff = 0.27 cfs @ 12.18 hrs, Volume= 0.022 af, Depth= 0.31" Routed to Pond POND -RATE: Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall=2.84" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 14 Area (sf) CN Description 38,337 61 >75% Grass cover, Good, HSG B 38,337 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment ROOF 1: Runoff = 3.53 cfs @ 12.14 hrs, Volume= 0.195 af, Depth= 2.61" Routed to Pond RD 1 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description * 39,060 98 Proposed Impervious 39,060 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment ROOF 2: Runoff = 3.55 cfs @ 12.14 hrs, Volume= 0.196 af, Depth= 2.61" Routed to Pond RD 2 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (so CN Description * 39,268 98 Proposed Impervious 39,268 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment ROOF 3: Runoff = 3.49 cfs @ 12.14 hrs, Volume= 0.193 af, Depth= 2.61" Routed to Pond RD 3: Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (so CN Description * 38,648 98 Future Impervious 38,648 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 15 Summary for Subcatchment ROOF 4: Runoff = 3.48 cfs @ 12.14 hrs, Volume= 0.192 af, Depth= 2.61" Routed to Pond RD 4: Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.84" Area (sf) CN Description 38,440 98 Future Impervious 38,440 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Pond CB 11: Inflow Area = 0.098 ac, 82.95% Impervious, Inflow Depth = 2.22" for 2 -Year event Inflow = 0.32 cfs @ 12.14 hrs, Volume= 0.018 of Outflow = 0.32 cfs @ 12.14 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Primary = 0.32 cfs @ 12.14 hrs, Volume= 0.018 of Routed to Pond CB/MH 10 : Routing by Stor-Intl method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 953.49'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 953.15' 12.0" Round Culvert L=120.0' Ke= 0.500 Inlet / Outlet Invert= 953.15'/ 952.69' S= 0.0038 '/' Cc= 0.900 n=0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.31 cfs @ 12.14 hrs HW=953.48' (Free Discharge) t--1 =Culvert (Barrel Controls 0.31 cfs @ 2.07 fps) Summary for Pond CB/MH 1: Inflow Area = 10.150 ac, 68.67% Impervious, Inflow Depth = 1.89" for 2 -Year event Inflow = 27.79 cfs @ 12.14 hrs, Volume= 1.597 of Outflow = 27.79 cfs @ 12.14 hrs, Volume= 1.597 af, Atten= 0%, Lag= 0.0 min Primary = 27.79 cfs @ 12.14 hrs, Volume= 1.597 of Routed to Pond POND -INF: Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 948.86'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 946.50' 36.0" Round Culvert L= 40.0' Ke= 0.500 Inlet / Outlet Invert= 946.50'/ 946.00' S= 0.0125'/' Cc= 0.900 n=0.012, Flow Area= 7.07 sf PrimaryOutFlow Max=26.94 cfs @ 12.14 hrs HW=948.81' (Free Discharge) Ll =Culvert (Barrel Controls 26.94 cfs @ 6.35 fps) Summary for Pond CB/MH 10: Inflow Area = 0.331 ac, 85.99% Impervious, Inflow Depth = 2.29" for 2 -Year event Inflow = 1.13 cfs @ 12.14 hrs, Volume= 0.063 of Outflow = 1.13 cfs @ 12.14 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Primary = 1.13 cfs @ 12.14 hrs, Volume= 0.063 of Routed to Pond CB/MH 9 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 16 Peak Elev= 953.22'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 952.59' 15.0" Round Culvert L=120.0' Ke= 0.500 Inlet / Outlet Invert= 952.59'/ 952.23' S= 0.0030 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=1.10 cfs @ 12.14 hrs HW=953.21' (Free Discharge) t--1 =Culvert (Barrel Controls 1.10 cfs @ 2.66 fps) Summary for Pond CB/MH 13: Inflow Area = 2.904 ac, 85.65% Impervious, Inflow Depth = 2.28" for 2 -Year event Inflow = 9.91 cfs @ 12.14 hrs, Volume= 0.552 of Outflow = 9.91 cfs @ 12.14 hrs, Volume= 0.552 af, Atten= 0%, Lag= 0.0 min Primary = 9.91 cfs @ 12.14 hrs, Volume= 0.552 of Routed to Pond CB/MH 1 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 949.61'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 948.01' 24.0" Round Culvert L=134.0' Ke= 0.500 Inlet / Outlet Invert= 948.01'/ 947.34' S= 0.0050T Cc= 0.900 n=0.012, Flow Area= 3.14 sf Primary OutFlow Max=9.61 cfs @ 12.14 hrs HW=949.58' (Free Discharge) t-1 =Culvert (Barrel Controls 9.61 cfs @ 4.99 fps) Summary for Pond CB/MH 14: Inflow Area = 1.745 ac, 87.91 % Impervious, Inflow Depth= 2.33" for 2 -Year event Inflow = 6.10 cfs @ 12.14 hrs, Volume= 0.339 of Outflow = 6.10 cfs @ 12.14 hrs, Volume= 0.339 af, Atten= 0%, Lag= 0.0 min Primary = 6.10 cfs @ 12.14 hrs, Volume= 0.339 of Routed to Pond CB/MH 13 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 949.95'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 948.55' 21.0" Round Culvert L=147.0' Ke= 0.500 Inlet/ Outlet Invert= 948.55'/ 948.11' S=0.0030'/' Cc= 0.900 n= 0.012, Flow Area= 2.41 sf Primary OutFlow Max=5.91 cfs @ 12.14 hrs HW=949.92' (Free Discharge) t1=Culvert (Barrel Controls 5.91 cfs @ 4.01 fps) Summary for Pond CBIMH 15: Inflow Area = 1.696 ac, 89.42% Impervious, Inflow Depth = 2.37" for 2 -Year event Inflow = 6.02 cfs @ 12.14 hrs, Volume= 0.334 of Outflow = 6.02 cfs @ 12.14 hrs, Volume= 0.334 af, Atten= 0%, Lag= 0.0 min Primary = 6.02 cfs @ 12.14 hrs, Volume= 0.334 of Routed to Pond CB/MH 14 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 950.23'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 948.82' 21.0" Round Culvert L= 58.0' Ke= 0.500 Inlet / Outlet Invert= 948.82'/ 948.65' S= 0.0029T Cc= 0.900 n= 0.012, Flow Area= 2.41 sf Primary OutFlow Max=5.83 cfs @ 12.14 hrs HW=950.20' (Free Discharge) L1=Culvert (Barrel Controls 5.83 cfs @ 3.93 fps) 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 17 Summary for Pond CBIMH 16: Inflow Area = 1.643 ac, 89.91 % Impervious, Inflow Depth= 2.38" for 2 -Year event Inflow = 5.86 cfs @ 12.14 hrs, Volume= 0.325 of Outflow = 5.86 cfs @ 12.14 hrs, Volume= 0.325 af, Atten= 0%, Lag= 0.0 min Primary = 5.86 cfs @ 12.14 hrs, Volume= 0.325 of Routed to Pond CB/MH 15 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 950.43'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 949.04' 21.0" Round Culvert L= 39.0' Ke= 0.500 Inlet / Outlet Invert= 949.04'/ 948.92' S= 0.0031 T Cc= 0.900 n= 0.012, Flow Area= 2.41 sf Primary OutFlow Max=5.68 cfs @ 12.14 hrs HW=950.40' (Free Discharge) t--1 =Culvert (Barrel Controls 5.68 cfs @ 3.91 fps) Summary for Pond CBIMH 17: Inflow Area = 1.266 ac, 93.77% Impervious, Inflow Depth = 2.47" for 2 -Year event Inflow = 4.70 cfs @ 12.14 hrs, Volume= 0.260 of Outflow = 4.70 cfs @ 12.14 hrs, Volume= 0.260 af, Atten= 0%, Lag= 0.0 min Primary = 4.70 cfs @ 12.14 hrs, Volume= 0.260 of Routed to Pond CB/MH 16 : Routing by Stor-Intl method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 951.49'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 950.33' 18.0" Round Culvert L= 237.0' Ke= 0.500 Inlet / Outlet Invert= 950.33'/ 949.15' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf Primary OutFlow Max=4.55 cfs @ 12.14 hrs HW=951.46' (Free Discharge) t--1 =Culvert (Barrel Controls 4.55 cfs @ 4.41 fps) Summary for Pond CB/MH 18: Inflow Area = 0.918 ac, 98.83% Impervious, Inflow Depth = 2.58" for 2 -Year event Inflow = 3.57 cfs @ 12.14 hrs, Volume= 0.197 of Outflow = 3.57 cfs @ 12.14 hrs, Volume= 0.197 af, Atten= 0%, Lag= 0.0 min Primary = 3.57 cfs @ 12.14 hrs, Volume= 0.197 of Routed to Pond CB/MH 17 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.90'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 951.79' 18.0" Round Culvert L=116.0' Ke= 0.500 Inlet / Outlet Invert= 951.79'/ 951.44' S= 0.0030 '/' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf Primary OutFlow Max=3.46 cfs @ 12.14 hrs HW=952.87' (Free Discharge) L9=Culvert (Barrel Controls 3.46 cfs @ 3.54 fps) Summary for Pond CB/MH 2: Inflow Area = 5.516 ac, 51.22% Impervious, Inflow Depth = 1.49" for 2 -Year event Inflow = 11.33 cfs @ 12.14 hrs, Volume= 0.683 of Outflow = 11.33 cfs @ 12.14 hrs, Volume= 0.683 af, Atten= 0%, Lag= 0.0 min Primary = 11.33 cfs @ 12.14 hrs, Volume= 0.683 of Routed to Pond CB/MH 1 : 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 18 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 949.68'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 947.91' 27.0" Round Culver: L=189.0' Ke= 0.500 Inlet / Outlet Invert= 947.91'/ 947.34' S= 0.0030'/' Cc= 0.900 n=0.012, Flow Area= 3.98 sf Primary OutFlow Max=11.00 cfs @ 12.14 hrs HW=949.64' (Free Discharge) t1=Culvert (Barrel Controls 11.00 cfs @ 4.62 fps) Summary for Pond CB/MH 3: Inflow Area = 4.813 ac, 48.66% Impervious, Inflow Depth = 1.43" for 2 -Year event Inflow = 9.37 cfs @ 12.14 hrs, Volume= 0.572 of Outflow = 9.37 cfs @ 12.14 hrs, Volume= 0.572 af, Atten= 0%, Lag= 0.0 min Primary = 9.37 cfs @ 12.14 hrs, Volume= 0.572 of Routed to Pond CB/MH 2 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 950.75'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 949.18' 24.0" Round Culvert L= 295.0' Ke= 0.500 Inlet / Outlet Invert= 949.18'/ 948.01' S= 0.00407' Cc= 0.900 n=0.012, Flow Area= 3.14 sf Primary OutFlow Max=9.09 cfs @ 12.14 hrs HW=950.72' (Free Discharge) t--1 =Culvert (Barrel Controls 9.09 cfs @ 4.83 fps) Summary for Pond CB/MH 4: Inflow Area = 4.489 ac, 47.39% Impervious, Inflow Depth = 1.40" for 2 -Year event Inflow = 8.49 cfs @ 12.14 hrs, Volume= 0.523 of Outflow = 8.49 cfs @ 12.14 hrs, Volume= 0.523 af, Atten= 0%, Lag= 0.0 min Primary = 8.49 cfs @ 12.14 hrs, Volume= 0.523 of Routed to Pond CB/MH 3 : Routing by Stor-Intl method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 951.60'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 950.00' 24.0" Round Culvert L=120.0' Ke= 0.500 Inlet / Outlet Invert= 950.00'/ 949.64' S= 0.0030 T Cc= 0.900 n=0.012, Flow Area= 3.14 sf Primary OutFlow Max=8.24 cfs @ 12.14 hrs HW=951.57' (Free Discharge) L1=Culvert (Barrel Controls 8.24 cfs @ 4.30 fps) Summary for Pond CB/MH 5: Inflow Area = 4.159 ac, 45.94% Impervious, Inflow Depth = 1.36" for 2 -Year event Inflow = 7.61 cfs @ 12.14 hrs, Volume= 0.473 of Outflow = 7.61 cfs @ 12.14 hrs, Volume= 0.473 af, Atten= 0%, Lag= 0.0 min Primary = 7.61 cfs @ 12.14 hrs, Volume= 0.473 of Routed to Pond CB/MH 4 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 951.98'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 950.49' 24.0" Round Culvert L=131.0' Ke= 0.500 Inlet/ Outlet Invert= 950.49'/ 950.10' S=0.0030'/' Cc= 0.900 n=0.012, Flow Area= 3.14 sf 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 19 Primary OutFlow Max=7.38 cfs @ 12.14 hrs HW=951.95' (Free Discharge) L1=Culvert (Barrel Controls 7.38 cfs @ 4.18 fps) Summary for Pond CB/MH 6: Inflow Area = 4.080 ac, 45.43% Impervious, Inflow Depth = 1.35" for 2 -Year event Inflow = 7.38 cfs @ 12.14 hrs, Volume= 0.460 of Outflow = 7.38 cfs @ 12.14 hrs, Volume= 0.460 af, Atten= 0%, Lag= 0.0 min Primary = 7.38 cfs @ 12.14 hrs, Volume= 0.460 of Routed to Pond CB/MH 5 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.29'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 950.80' 24.0" Round Culvert L= 38.0' Ke= 0.500 Inlet / Outlet Invert= 950.80'/ 950.69' S= 0.0029'/' Cc= 0.900 n=0.012, Flow Area= 3.14 sf Primary OutFlow Max=7.16 cfs @ 12.14 hrs HW=952.27' (Free Discharge) L1=Culvert (Barrel Controls 7.16 cfs @ 4.05 fps) Summary for Pond CB/MH 7: Inflow Area = 3.960 ac, 44.32% Impervious, Inflow Depth = 1.33" for 2 -Year event Inflow = 6.98 cfs @ 12.14 hrs, Volume= 0.438 of Outflow = 6.98 cfs @ 12.14 hrs, Volume= 0.438 af, Atten= 0%, Lag= 0.0 min Primary = 6.98 cfs @ 12.14 hrs, Volume= 0.438 of Routed to Pond CB/MH 6 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.66'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 951.25' 24.0" Round Culvert L=149.0' Ke= 0.500 Inlet / Outlet Invert= 951.25'/ 950.80' S= 0.0030'/' Cc= 0.900 n=0.012, Flow Area= 3.14 sf Primary OutFlow Max=6.78 cfs @ 12.14 hrs HW=952.63' (Free Discharge) t-1=Culvert (Barrel Controls 6.78 cfs @ 4.11 fps) Summary for Pond CB/MH 8: Inflow Area = 2.862 ac, 23.99% Impervious, Inflow Depth = 0.86" for 2 -Year event Inflow = 2.77 cfs @ 12.14 hrs, Volume= 0.205 of Outflow = 2.77 cfs @ 12.14 hrs, Volume= 0.205 af, Atten= 0%, Lag= 0.0 min Primary = 2.77 cfs @ 12.14 hrs, Volume= 0.205 of Routed to Pond CB/MH 7 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.60'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 951.65' 18.0" Round Culvert L=100.0' Ke= 0.500 Inlet/ Outlet Invert= 951.65'/ 951.35' S=0.0030'/' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf Primary OutFlow Max=2.70 cfs @ 12.14 hrs HW=952.59' (Free Discharge) t--1 =Culvert (Barrel Controls 2.70 cfs @ 3.31 fps) 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 20 Summary for Pond CB/MH 9: Inflow Area = 2.606 ac, 18.09% Impervious, Inflow Depth = 0.72" for 2 -Year event Inflow = 1.91 cfs @ 12.14 hrs, Volume= 0.157 of Outflow = 1.91 cfs @ 12.14 hrs, Volume= 0.157 af, Atten= 0%, Lag= 0.0 min Primary = 1.91 cfs @ 12.14 hrs, Volume= 0.157 of Routed to Pond CB/MH 8 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.90'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 952.13' 18.0" Round Culvert L=128.0' Ke= 0.500 Inlet / Outlet Invert= 952.13'/ 951.75' S= 0.00307' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf Primary OutFlow Max=1.87 cfs @ 12.14 hrs HW=952.89' (Free Discharge) t-1 =Culvert (Barrel Controls 1.87 cfs @ 3.01 fps) Summary for Pond FES #12: Inflow Area = 2.051 ac, 0.00% Impervious, Inflow Depth = 0.31" for 2 -Year event Inflow = 0.47 cfs @ 12.31 hrs, Volume= 0.052 of Outflow = 0.40 cfs @ 12.44 hrs, Volume= 0.052 af, Atten= 16%, Lag= 7.7 min Primary = 0.40 cfs @ 12.44 hrs, Volume= 0.052 of Routed to Pond CB/MH 9 : Routing by Stor-Intl method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 954.29'@ 12.44 hrs Surf.Area=1,006 sf Storage= 148 cf Plug -Flow detention time= 6.1 min calculated for 0.052 of (100% of inflow) Center -of -Mass det. time= 6.1 min ( 896.8 - 890.6 ) Volume Invert Avail.Storage Storage Description #1 954.00' 15,019 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 954.00 10 0 0 955.00 3,438 1,724 1,724 956.00 23,152 13,295 15,019 Device Routing Invert Outlet Devices #1 Primary 954.00' 15.0" Round Culvert L=12.0' Ke= 0.500 Inlet / Outlet Invert= 954.00'/ 953.56' S= 0.0367T Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.40 cfs @ 12.44 hrs HW=954.29' (Free Discharge) t--1 =Culvert (Inlet Controls 0.40 cfs @ 1.83 fps) Summary for Pond POND -INF: Inflow Area = 11.505 ac, 60.58% Impervious, Inflow Depth = 1.70" for 2 -Year event Inflow = 28.17 cfs @ 12.14 hrs, Volume= 1.631 of Outflow = 1.95 cfs @ 13.22 hrs, Volume= 1.631 af, Atten= 93%, Lag= 65.0 min Discarded = 0.30 cfs @ 13.22 hrs, Volume= 1.090 of Primary = 1.65 cfs @ 13.22 hrs, Volume= 0.541 of Routed to Pond POND -RATE: Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 947.83'@ 13.22 hrs Surf.Area= 28,430 sf Storage= 44,470 cf Plug -Flow detention time= 817.9 min calculated for 1.631 of (100% of inflow) Center -of -Mass det. time= 817.7 min (1,582.1 - 764.3 ) 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 21 Volume Invert Avail.Storage Storage Description #1 946.00' 117,080 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 946.00 20,137 0 0 947.00 24,616 22,377 22,377 948.00 29,195 26,906 49,282 949.00 33,874 31,535 80,817 950.00 38,653 36,264 117,080 Device Routing Invert Outlet Devices #1 Discarded 946.00' 0.450 in/hr Exfiltration over Surface area #2 Primary 945.00' 21.0" Round Culver: L= 46.0' Ke= 0.500 Inlet / Outlet Invert= 945.00'/ 944.00' S= 0.02177' Cc= 0.900 n= 0.012, Flow Area= 2.41 sf #3 Device 2 947.30' 1.4' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #4 Device 2 947.83' 1.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Discarded OutFlow Max=0.30 cfs @ 13.22 hrs HW=947.83' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.30 cfs) Primary OutFlow Max=1.65 cfs @ 13.22 hrs HW=947.83' (Free Discharge) L2=Culvert (Passes 1.65 cfs of 16.21 cfs potential flow) 3=Broad-Crested Rectangular Weir (Weir Controls 1.65 cfs @ 2.21 fps) =Broad -Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.15 fps) Summary for Pond POND -RATE: Inflow Area = 12.386 ac, 56.27% Impervious, Inflow Depth = 0.55" for 2 -Year event Inflow = 1.70 cfs @ 13.19 hrs, Volume= 0.564 of Outflow = 1.01 cfs @ 15.09 hrs, Volume= 0.564 af, Atten= 41%, Lag= 114.0 min Primary = 1.01 cfs @ 15.09 hrs, Volume= 0.564 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 944.38'@ 15.09 hrs Surf.Area= 6,640 sf Storage= 6,472 cf Plug -Flow detention time= 90.7 min calculated for 0.563 of (100% of inflow) Center -of -Mass det. time= 91.3 min (1,006.8 - 915.6 ) Volume Invert Avail.Storage Storage Description #1 943.00' 97,543 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 943.00 2,955 0 0 944.00 5,410 4,183 4,183 945.00 8,647 7,029 11,211 946.00 11,980 10,314 21,525 947.00 15,408 13,694 35,219 948.00 18,933 17,171 52,389 949.00 22,553 20,743 73,132 950.00 26,269 24,411 97,543 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 22 Device Routing Invert Outlet Devices #1 Primary 943.00' 21.0" Round Culvert L= 72.0' Ke= 0.500 Inlet / Outlet Invert= 943.00'/ 942.78' S= 0.0031 T Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Device 1 943.00' 6.0" Vert. Orif icelG rate C=0.600 Limited to weir flow at low heads #3 Device 1 944.38' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 945.61' 1.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=1.00 cfs @ 15.09 hrs HW=944.38' (Free Discharge) t1=Culvert (Passes 1.00 cfs of 5.72 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.00 cfs @ 5.12 fps) 3=OrificelGrate ( Controls 0.00 cfs) =Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond RD 1: Inflow Area = 0.897 ac,100.00% Impervious, Inflow Depth = 2.61" for 2 -Year event Inflow = 3.53 cfs @ 12.14 hrs, Volume= 0.195 of Outflow = 3.53 cfs @ 12.14 hrs, Volume= 0.195 af, Atten= 0%, Lag= 0.0 min Primary = 3.53 cfs @ 12.14 hrs, Volume= 0.195 of Routed to Pond CB/MH 1 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.35'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 951.40' 16.0" Round Culvert L=145.0' Ke= 0.500 Inlet / Outlet Invert= 951.40'/ 948.63' S= 0.0191 '/' Cc= 0.900 n= 0.012, Flow Area= 1.40 sf Primary OutFlow Max=3.42 cfs @ 12.14 hrs HW=952.33' (Free Discharge) L9=Culvert (Inlet Controls 3.42 cfs @ 3.28 fps) Summary for Pond RD 2: Inflow Area = 0.901 ac,100.00% Impervious, Inflow Depth = 2.61" for 2 -Year event Inflow = 3.55 cfs @ 12.14 hrs, Volume= 0.196 of Outflow = 3.55 cfs @ 12.14 hrs, Volume= 0.196 af, Atten= 0%, Lag= 0.0 min Primary = 3.55 cfs @ 12.14 hrs, Volume= 0.196 of Routed to Pond CB/MH 7 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 955.35'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 954.40' 16.0" Round Culvert L= 73.0' Ke= 0.500 Inlet / Outlet Invert= 954.40'/ 952.21' S= 0.0300'/' Cc= 0.900 n= 0.012, Flow Area= 1.40 sf Primary OutFlow Max=3.44 cfs @ 12.14 hrs HW=955.33' (Free Discharge) t1=Culvert (Inlet Controls 3.44 cfs @ 3.29 fps) Summary for Pond RD 3: Inflow Area = 0.887 ac,100.00% Impervious, Inflow Depth = 2.61" for 2 -Year event Inflow = 3.49 cfs @ 12.14 hrs, Volume= 0.193 of Outflow = 3.49 cfs @ 12.14 hrs, Volume= 0.193 af, Atten= 0%, Lag= 0.0 min Primary = 3.49 cfs @ 12.14 hrs, Volume= 0.193 of Routed to Pond CB/MH 18 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 2 -Year Rainfall= 2.84 Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 23 Peak Elev= 955.34'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 954.40' 16.0" Round Culvert L= 71.0' Ke= 0.500 Inlet / Outlet Invert= 954.40'/ 952.27' S= 0.0300 T Cc= 0.900 n= 0.012, Flow Area= 1.40 sf Primary OutFlow Max=3.38 cfs @ 12.14 hrs HW=955.32' (Free Discharge) L1=Culvert (Inlet Controls 3.38 cfs @ 3.27 fps) Summary for Pond RD 4: Inflow Area = 0.882 ac,100.00% Impervious, Inflow Depth = 2.61" for 2 -Year event Inflow = 3.48 cfs @ 12.14 hrs, Volume= 0.192 of Outflow = 3.48 cfs @ 12.14 hrs, Volume= 0.192 af, Atten= 0%, Lag= 0.0 min Primary = 3.48 cfs @ 12.14 hrs, Volume= 0.192 of Routed to Pond CB/MH 13 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.34'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 951.40' 16.0" Round Culvert L=100.0' Ke= 0.500 Inlet/ Outlet Invert= 951.40'/ 948.90' S=0.0250'/' Cc= 0.900 n= 0.012, Flow Area= 1.40 sf Primary OutFlow Max=3.36 cfs @ 12.14 hrs HW=952.32' (Free Discharge) L9=Culvert (Inlet Controls 3.36 cfs @ 3.27 fps) 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/1912022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 24 Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Runoff Area=36.257 sf 91.31% Impervious Runoff Depth=3.72" Tc=7.0 min CN=61/98 Runoff=4.59 cfs 0.258 of Subcatchment 2: Runoff Area=30.653 sf 68.70% Impervious Runoff Depth=3.03" Tc=7.0 min CN=61/98 Runoff=3.17 cfs 0.178 of Subcatchment 3: Runoff Area=14.100 sf 66.26% Impervious Runoff Depth=2.95" Tc=7.0 min CN=61/98 Runoff= 1.42 cfs 0.080 of Subcatchment 4: Runoff Area=14.385 sf 65.75% Impervious Runoff Depth=2.94" Tc=7.0 min CN=61/98 Runoff=1.44 cfs 0.081 of Subcatchment 5: Runoff Area=3,432 sf 72.20% Impervious Runoff Depth=3.13" Tc=7.0 min CN=61/98 Runoff=0.37 cfs 0.021 of Subcatchment 6: Runoff Area=5,209 sf 82.26% Impervious Runoff Depth=3.44" Tc=7.0 min CN=61198 Runoff=0.61 cfs 0.034 of Subcatchment 7: Runoff Area=8,575 sf 84.79% Impervious Runoff Depth=3.52" Tc=7.0 min CN=61/98 Runoff=1.03 cfs 0.058 of Subcatchment 8: Runoff Area=11.168 sf 83.99% Impervious Runoff Depth=3.50" Tc=7.0 min CN=61198 Runoff= 1.33 cfs 0.075 of Subcatchment 9: Runoff Area=9,759 sf 83.55% Impervious Runoff Depth=3.48" Tc=7.0 min CN=61/98 Runoff=1.16 cfs 0.065 of Subcatchment 10: Runoff Area=10.140 sf 87.27% Impervious Runoff Depth=3.60" Tc=7.0 min CN=61198 Runoff= 1.24 cfs 0.070 of Subcatchment 11: Runoff Area=4,257 sf 82.95% Impervious Runoff Depth=3.46" Tc=7.0 min CN=61/98 Runoff=0.50 cfs 0.028 of Subcatchment 12: Runoff Area=89.352 sf 0.00% Impervious Runoff Depth=0.93" Tc=15.0 min CN=61/0 Runoff=2.15 cfs 0.158 of Subcatchment 13: Runoff Area=12.073 sf 25.71% Impervious Runoff Depth= 1.71" Tc=7.0 min CN=61/98 Runoff=0.72 cfs 0.040 of Subcatchment 14: Runoff Area=2,119 sf 35.35% Impervious Runoff Depth=2.01" Tc=7.0 min CN=61/98 Runoff=0.15 cfs 0.008 of Subcatchment 15: Runoff Area=2,313 sf 74.32% Impervious Runoff Depth=3.20" Tc=7.0 min CN=61/98 Runoff=0.25 cfs 0.014 of Subcatchment 16: Runoff Area=16.407 sf 76.92% Impervious Runoff Depth=3.28" Tc=7.0 min CN=61/98 Runoff=1.83 cfs 0.103 of Subcatchment 17: Runoff Area=15.200 sf 80.47% Impervious Runoff Depth=3.39" Tc=7.0 min CN=61/98 Runoff=1.75 cfs 0.098 of Subcatchment 18: Runoff Area=1,320 sf 64.62% Impervious Runoff Depth=2.90" Tc=7.0 min CN=61/98 Runoff=0.13 cfs 0.007 of Subcatchment 100: Runoff Area=677 sf 68.39% Impervious Runoff Depth=3.02" Tc=7.0 min CN=61/98 Runoff=0.07 cfs 0.004 of Subcatchment 101: Runoff Area=989 sf 65.32% Impervious Runoff Depth=2.92" Tc=7.0 min CN=61/98 Runoff=0.10 cfs 0.006 of 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 25 Subcatchment INF: Runoff Area=59.041 sf 0.00% Impervious Runoff Depth=0.93" Tc=7.0 min CN=61/0 Runoff=2.00 cfs 0.105 of Subcatchment RATE: Runoff Area=38.337 sf 0.00% Impervious Runoff Depth=0.93" Tc=7.0 min CN=61/0 Runoff=1.30 cfs 0.068 of Subcatchment ROOF 1: Runoff Area=39.060 sf 100.00% Impervious Runoff Depth=3.98" Tc=7.0 min CN=0198 Runoff=5.29 cfs 0.298 of Subcatchment ROOF 2: Runoff Area=39.268 sf 100.00% Impervious Runoff Depth=3.98" Tc=7.0 min CN=0/98 Runoff=5.32 cfs 0.299 of Subcatchment ROOF 3: Runoff Area=38.648 sf 100.00% Impervious Runoff Depth=3.98" Tc=7.0 min CN=0198 Runoff=5.23 cfs 0.295 of Subcatchment ROOF 4: Runoff Area=38.440 sf 100.00% Impervious Runoff Depth=3.98" Tc=7.0 min CN=0/98 Runoff=5.21 cfs 0.293 of Pond CB 11: Peak Elev=953.57' Inflow=0.50 cfs 0.028 of 12.0" Round Culvert n=0.012 L=120.0' S=0.0038'/' Outflow=0.50 cfs 0.028 of Pond CB/MH 1: Peak Elev=949.73' Inflow=43.23 cfs 2.560 of 36.0" Round Culvert n=0.012 L=40.0' S=0.0125'/' Outflow=43.23 cfs 2.560 of Pond CB/MH 10: Peak Elev=953.39' Inflow=1.74 cfs 0.098 of 15.0" Round Culvert n=0.012 L=120.0' S=0.0030'/' Outflow=1.74 cfs 0.098 of Pond CB/MH 13: Peak EIev=950.21' Inflow=15.27 cfs 0.858 of 24.0" Round Culvert n=0.012 L=134.0' S=0.0050'P Outflow=15.27 cfs 0.858 of Pond CB/MH 14: Peak EIev=950.44' Inflow=9.35 cfs 0.526 of 21.0" Round Culvert n=0.012 L=147.0' S=0.0030'/' Outflow=9.35 cfs 0.526 of Pond CB/MH 15: Peak EIev=950.69' Inflow=9.21 cfs 0.518 of 21.0" Round Culvert n=0.012 L=58.0' S=0.0029'/' Outflow=9.21 cfs 0.518 of Pond CB/MH 16: Peak EIev=950.86' Inflow=8.95 cfs 0.503 of 21.0" Round Culvert n=0.012 L=39.0' S=0.0031 T Outflow=8.95 cfs 0.503 of Pond CB/MH 17: Peak EIev=951.89' Inflow=7.12 cfs 0.400 of 18.0" Round Culvert n=0.012 L=237.0' S=0.0050'/' Outflow=7.12 cfs 0.400 of Pond CB/MH 18: Peak EIev=953.23' Inflow=5.37 cfs 0.302 of 18.0" Round Culvert n=0.012 L=116.0' S=0.0030'/' Outflow=5.37 cfs 0.302 of Pond CB/MH 2: Peak EIev=950.36' Inflow=18.08 cfs 1.146 of 27.0" Round Culvert n=0.012 L=189.0' S=0.0030'P Outflow=18.08 cfs 1.146 of Pond CB/MH 3: Peak EIev=951.40' Inflow=14.91 cfs 0.968 of 24.0" Round Culvert n=0.012 L=295.0' S=0.0040'P Outflow=14.91 cfs 0.968 of Pond CB/MH 4: Peak EIev=952.20' Inflow=13.49 cfs 0.889 of 24.0" Round Culvert n=0.012 L=120.0' S=0.0030'P Outflow=13.49 cfs 0.889 of Pond CB/MH 5: Peak EIev=952.51' Inflow=12.05 cfs 0.808 of 24.0" Round Culvert n=0.012 L=131.0' S=0.0030'P Outflow=12.05 cfs 0.808 of Pond CB/MH 6: Peak EIev=952.79' Inflow=11.68 cfs 0.787 of 24.0" Round Culvert n=0.012 L=38.0' S=0.0029'/' Outflow=11.68 cfs 0.787 of Pond CB/MH 7: Peak EIev=953.14' Inflow=11.07 cfs 0.753 of 24.0" Round Culvert n=0.012 L=149.0' S=0.0030'P Outflow=11.07 cfs 0.753 of 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 26 Pond CB/MH 8: Peak Elev=952.97' Inflow=4.75 cfs 0.396 of 18.0" Round Culvert n=0.012 L=100.0' S=0.0030'/' Outflow=4.75 cfs 0.396 of Pond CB/MH 9: Peak Elev=953.21' Inflow=3.43 cfs 0.321 of 18.0" Round Culvert n=0.012 L=128.0' S=0.0030'/' Outflow=3.43 cfs 0.321 of Pond FES #12: Peak Elev=954.63' Storage=695 cf Inflow=2.15 cfs 0.158 of 15.0" Round Culvert n=0.012 L=12.0' S=0.0367'P Outflow=1.69 cfs 0.158 of Pond POND -INF: Peak Elev=948.47' Storage=63.469 cf Inflow=45.18 cfs 2.665 of Discarded=0.33 cfs 1.157 of Primary=7.46 cfs 1.507 of Outflow=7.79 cfs 2.665 of Pond POND -RATE: Peak Elev=945.61' Storage=17.127 cf Inflow=7.76 cfs 1.575 of Outflow=4.69 cfs 1.575 of Pond RD 1: Peak Elev=952.67' Inflow=5.29 cfs 0.298 of 16.0" Round Culvert n=0.012 L=145.0' S=0.0191 T Outflow=5.29 cfs 0.298 of Pond RD 2: Peak Elev=955.68' Inflow=5.32 cfs 0.299 of 16.0" Round Culvert n=0.012 L=73.0' S=0.0300'/' Outflow=5.32 cfs 0.299 of Pond RD 3: Peak Elev=955.66' Inflow=5.23 cfs 0.295 of 16.0" Round Culvert n=0.012 L=71.0' S=0.0300'/' Outflow=5.23 cfs 0.295 of Pond RD 4: Peak Elev=952.65' Inflow=5.21 cfs 0.293 of 16.0" Round Culvert n=0.012 L=100.0' S=0.0250'/' Outflow=5.21 cfs 0.293 of Total Runoff Area = 12.424 ac Runoff Volume = 2.742 of Average Runoff Depth = 2.65" 43.69% Pervious = 5.428 ac 56.31% Impervious = 6.995 ac 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 1: Runoff = 4.59 cfs @ 12.14 hrs, Volume= 0.258 af, Depth= 3.72" Routed to Pond CB/MH 1 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (so CN Description * 21,560 98 Proposed Impervious * 11,548 98 Future Impervious 3,149 61 >75% Grass cover, Good, HSG B 36,257 95 Weighted Average 3,149 61 8.69% Pervious Area 33,108 98 91.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 2: Runoff = 3.17 cfs @ 12.14 hrs, Volume= 0.178 af, Depth= 3.03" Routed to Pond CB/MH 2 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (so CN Description * 21,059 98 Proposed Impervious 9,594 61 >75% Grass cover, Good, HSG B 30,653 86 Weighted Average 9,594 61 31.30% Pervious Area 21,059 98 68.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 3: Runoff = 1.42 cfs @ 12.14 hrs, Volume= 0.080 af, Depth= 2.95' Routed to Pond CB/MH 3: Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (so CN Description * 9,343 98 Proposed Impervious 4,757 61 >75% Grass cover, Good, HSG B 14,100 86 Weighted Average 4,757 61 33.74% Pervious Area 9,343 98 66.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 28 Summary for Subcatchment 4: Runoff = 1.44 cfs @ 12.14 hrs, Volume= 0.081 af, Depth= 2.94" Routed to Pond CB/MH 4 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Description 9,458 98 Proposed Impervious 4,927 61 >75% Grass cover, Good, HSG B 14,385 85 Weighted Average 4,927 61 34.25% Pervious Area 9,458 98 65.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 5: Runoff = 0.37 cfs @ 12.14 hrs, Volume= 0.021 af, Depth= 3.13" Routed to Pond CB/MH 5 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Description 2,478 98 Proposed Impervious 954 61 >75% Grass cover, Good, HSG B 3,432 88 Weighted Average 954 61 27.80% Pervious Area 2,478 98 72.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 6: Runoff = 0.61 cfs @ 12.14 hrs, Volume= 0.034 af, Depth= 3.44" Routed to Pond CB/MH 6 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Descri 4,285 98 Proposed Impervious 924 61 >75% Grass cover, Good, HSG B 5,209 91 Weighted Average 924 61 17.74% Pervious Area 4,285 98 82.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 29 Summary for Subcatchment 7: Runoff = 1.03 cfs @ 12.14 hrs, Volume= 0.058 af, Depth= 3.52" Routed to Pond CB/MH 7 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Description 7,271 98 Proposed Impervious 1,304 61 >75% Grass cover, Good, HSG B 8,575 92 Weighted Average 1,304 61 15.21% Pervious Area 7,271 98 84.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 8: Runoff = 1.33 cfs @ 12.14 hrs, Volume= 0.075 af, Depth= 3.50" Routed to Pond CB/MH 8 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Description 9,380 98 Proposed Impervious 1,788 61 >75% Grass cover, Good, HSG B 11,168 92 Weighted Average 1,788 61 16.01% Pervious Area 9,380 98 83.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 9: Runoff = 1.16 cfs @ 12.14 hrs, Volume= 0.065 af, Depth= 3.48" Routed to Pond CB/MH 9 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Descri 3,099 98 Proposed Impervious 5,055 98 Future Impervious 1,605 61 >75% Grass cover, Good, HSG B 9,759 92 Weighted Average 1,605 61 16.45% Pervious Area 8,154 98 83.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 10: Runoff = 1.24 cfs @ 12.14 hrs, Volume= 0.070 af, Depth= 3.60" Routed to Pond CB/MH 10 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Description * 3,249 98 Proposed Impervious * 5,600 98 Future Impervious 1,291 61 >75% Grass cover, Good, HSG B 10,140 93 Weighted Average 1,291 61 12.73% Pervious Area 8,849 98 87.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 11: Runoff = 0.50 cfs @ 12.14 hrs, Volume= 0.028 af, Depth= 3.46" Routed to Pond CB 11 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (so CN Description * 1,793 98 Proposed Impervious * 1,738 98 Future Impervious 726 61 >75% Grass cover, Good, HSG B 4,257 92 Weighted Average 726 61 17.05% Pervious Area 3,531 98 82.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 12: Runoff = 2.15 cfs @ 12.26 hrs, Volume= 0.158 af, Depth= 0.93" Routed to Pond FES #12 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (so CN Description 89,352 61 >75% Grass cover, Good, HSG B 89,352 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 13: Runoff = 0.72 cfs @ 12.15 hrs, Volume= 0.040 af, Depth= 1.71" Routed to Pond CB/MH 13: Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (so CN Description * 2,991 98 Proposed Impervious * 113 98 Future Impervious 8,969 61 >75% Grass cover, Good, HSG B 12,073 71 Weighted Average 8,969 61 74.29% Pervious Area 3,104 98 25.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 14: Runoff = 0.15 cfs @ 12.14 hrs, Volume= 0.008 af, Depth= 2.01" Routed to Pond CB/MH 14: Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Description * 749 98 Proposed Impervious 1,370 61 >75% Grass cover, Good, HSG B 2,119 74 Weighted Average 1,370 61 64.65% Pervious Area 749 98 35.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 15: Runoff = 0.25 cfs @ 12.14 hrs, Volume= 0.014 af, Depth= 3.20" Routed to Pond CB/MH 15: Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (so CN Description * 1,585 98 Proposed Impervious * 134 98 Future Impervious 594 61 >75% Grass cover. Good. HSG B 2,313 88 Weighted Average 594 61 25.68% Pervious Area 1,719 98 74.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 32 Summary for Subcatchment 16: Runoff = 1.83 cfs @ 12.14 hrs, Volume= 0.103 af, Depth= 3.28" Routed to Pond CB/MH 16 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Description 12,620 98 Future Impervious 3,787 61 >75% Grass cover, Good, HSG B 16,407 89 Weighted Average 3,787 61 23.08% Pervious Area 12,620 98 76.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 17: Runoff = 1.75 cfs @ 12.14 hrs, Volume= 0.098 af, Depth= 3.39" Routed to Pond CB/MH 17 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Description 12,231 98 Future Impervious 2,969 61 >75% Grass cover, Good, HSG B 15,200 91 Weighted Average 2,969 61 19.53% Pervious Area 12,231 98 80.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 18: Runoff = 0.13 cfs @ 12.14 hrs, Volume= 0.007 af, Depth= 2.90" Routed to Pond CB/MH 18 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Descri 853 98 Future Impervious 467 61 >75% Grass cover, Good, HSG B 1,320 85 Weighted Average 467 61 35.38% Pervious Area 853 98 64.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 33 Summary for Subcatchment 100: Runoff = 0.07 cfs @ 12.14 hrs, Volume= 0.004 af, Depth= 3.02" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Description 463 98 Proposed Impervious 214 61 >75% Grass cover, Good, HSG B 677 86 Weighted Average 214 61 31.61% Pervious Area 463 98 68.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 101: Runoff = 0.10 cfs @ 12.14 hrs, Volume= 0.006 af, Depth= 2.92" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Descriotion 646 98 Proposed Impervious 343 61 >75% Grass cover, Good, HSG B 989 85 Weighted Average 343 61 34.68% Pervious Area 646 98 65.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment INF: Runoff = 2.00 cfs @ 12.16 hrs, Volume= 0.105 af, Depth= 0.93" Routed to Pond POND -INF : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Description 59,041 61 >75% Grass cover, Good, HSG B 59,041 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment RATE: Runoff = 1.30 cfs @ 12.16 hrs, Volume= 0.068 af, Depth= 0.93" Routed to Pond POND -RATE: Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 34 Area (sf) CN Description 38,337 61 >75% Grass cover, Good, HSG B 38,337 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment ROOF 1: Runoff = 5.29 cfs @ 12.14 hrs, Volume= 0.298 af, Depth= 3.98" Routed to Pond RD 1 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Description * 39,060 98 Proposed Impervious 39,060 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment ROOF 2: Runoff = 5.32 cfs @ 12.14 hrs, Volume= 0.299 af, Depth= 3.98" Routed to Pond RD 2 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Description * 39,268 98 Proposed Impervious 39,268 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment ROOF 3: Runoff = 5.23 cfs @ 12.14 hrs, Volume= 0.295 af, Depth= 3.98" Routed to Pond RD 3 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (so CN Description * 38,648 98 Future Impervious 38,648 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 35 Summary for Subcatchment ROOF 4: Runoff = 5.21 cfs @ 12.14 hrs, Volume= 0.293 af, Depth= 3.98" Routed to Pond RD 4: Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.22" Area (sf) CN Description 38,440 98 Future Impervious 38,440 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Pond CB 11: Inflow Area = 0.098 ac, 82.95% Impervious, Inflow Depth = 3.46" for 10 -Year event Inflow = 0.50 cfs @ 12.14 hrs, Volume= 0.028 of Outflow = 0.50 cfs @ 12.14 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Primary = 0.50 cfs @ 12.14 hrs, Volume= 0.028 of Routed to Pond CB/MH 10 : Routing by Stor-Intl method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 953.57'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 953.15' 12.0" Round Culvert L=120.0' Ke= 0.500 Inlet / Outlet Invert= 953.15'/ 952.69' S= 0.0038 '/' Cc= 0.900 n=0.012, Flow Area= 0.79 sf PrimaryOutFlow Max=0.49 cfs @ 12.14 hrs HW=953.56' (Free Discharge) L1=Culvert (Barrel Controls 0.49 cfs @ 2.34 fps) Summary for Pond CB/MH 1: Inflow Area = 10.150 ac, 68.67% Impervious, Inflow Depth = 3.03" for 10 -Year event Inflow = 43.23 cfs @ 12.14 hrs, Volume= 2.560 of Outflow = 43.23 cfs @ 12.14 hrs, Volume= 2.560 af, Atten= 0%, Lag= 0.0 min Primary = 43.23 cfs @ 12.14 hrs, Volume= 2.560 of Routed to Pond POND -INF: Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 949.73'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 946.50' 36.0" Round Culvert L= 40.0' Ke= 0.500 Inlet / Outlet Invert= 946.50'/ 946.00' S= 0.0125'/' Cc= 0.900 n=0.012, Flow Area= 7.07 sf Primary OutFlow Max=42.01 cfs @ 12.14 hrs HW=949.66' (Free Discharge) t-1 =Culvert (Barrel Controls 42.01 cfs @ 7.01 fps) Summary for Pond CB/MH 10: Inflow Area = 0.331 ac, 85.99% Impervious, Inflow Depth = 3.56" for 10 -Year event Inflow = 1.74 cfs @ 12.14 hrs, Volume= 0.098 of Outflow = 1.74 cfs @ 12.14 hrs, Volume= 0.098 af, Atten= 0%, Lag= 0.0 min Primary = 1.74 cfs @ 12.14 hrs, Volume= 0.098 of Routed to Pond CB/MH 9 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 36 Peak Elev= 953.39'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 952.59' 15.0" Round Culvert L=120.0' Ke= 0.500 Inlet / Outlet Invert= 952.59'/ 952.23' S= 0.0030 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=1.69 cfs @ 12.14 hrs HW=953.37' (Free Discharge) t-1 =Culvert (Barrel Controls 1.69 cfs @ 2.98 fps) Summary for Pond CB/MH 13: Inflow Area = 2.904 ac, 85.65% Impervious, Inflow Depth = 3.55" for 10 -Year event Inflow = 15.27 cfs @ 12.14 hrs, Volume= 0.858 of Outflow = 15.27 cfs @ 12.14 hrs, Volume= 0.858 af, Atten= 0%, Lag= 0.0 min Primary = 15.27 cfs @ 12.14 hrs, Volume= 0.858 of Routed to Pond CB/MH 1 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 950.21'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 948.01' 24.0" Round Culvert L=134.0' Ke= 0.500 Inlet / Outlet Invert= 948.01'/ 947.34' S= 0.0050T Cc= 0.900 n=0.012, Flow Area= 3.14 sf PrimaryOutFlow Max=14.82 cfs @ 12.14 hrs HW=950.15' (Free Discharge) t-1 =Culvert (Barrel Controls 14.82 cfs @ 5.47 fps) Summary for Pond CB/MH 14: Inflow Area = 1.745 ac, 87.91% Impervious, Inflow Depth = 3.62" for 10 -Year event Inflow = 9.35 cfs @ 12.14 hrs, Volume= 0.526 of Outflow = 9.35 cfs @ 12.14 hrs, Volume= 0.526 af, Atten= 0%, Lag= 0.0 min Primary = 9.35 cfs @ 12.14 hrs, Volume= 0.526 of Routed to Pond CB/MH 13 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 950.44'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 948.55' 21.0" Round Culvert L=147.0' Ke= 0.500 Inlet/ Outlet Invert= 948.55'/ 948.11' S=0.0030'/' Cc= 0.900 n= 0.012, Flow Area= 2.41 sf PrimaryOutFlow Max=9.07 cfs @ 12.14 hrs HW=950.40' (Free Discharge) t1=Culvert (Barrel Controls 9.07 cfs @ 4.45 fps) Summary for Pond CBIMH 15: Inflow Area = 1.696 ac, 89.42% Impervious, Inflow Depth = 3.66" for 10 -Year event Inflow = 9.21 cfs @ 12.14 hrs, Volume= 0.518 of Outflow = 9.21 cfs @ 12.14 hrs, Volume= 0.518 af, Atten= 0%, Lag= 0.0 min Primary = 9.21 cfs @ 12.14 hrs, Volume= 0.518 of Routed to Pond CB/MH 14 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 950.69'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 948.82' 21.0" Round Culvert L= 58.0' Ke= 0.500 Inlet / Outlet Invert= 948.82'/ 948.65' S= 0.0029T Cc= 0.900 n= 0.012, Flow Area= 2.41 sf Primary OutFlow Max=8.92 cfs @ 12.14 hrs HW=950.65' (Free Discharge) L1=Culvert (Barrel Controls 8.92 cfs @ 4.42 fps) 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 37 Summary for Pond CBIMH 16: Inflow Area = 1.643 ac, 89.91% Impervious, Inflow Depth = 3.68" for 10 -Year event Inflow = 8.95 cfs @ 12.14 hrs, Volume= 0.503 of Outflow = 8.95 cfs @ 12.14 hrs, Volume= 0.503 af, Atten= 0%, Lag= 0.0 min Primary = 8.95 cfs @ 12.14 hrs, Volume= 0.503 of Routed to Pond CB/MH 15 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 950.86'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 949.04' 21.0" Round Culvert L= 39.0' Ke= 0.500 Inlet / Outlet Invert= 949.04'/ 948.92' S= 0.0031 T Cc= 0.900 n= 0.012, Flow Area= 2.41 sf Primary OutFlow Max=8.67 cfs @ 12.14 hrs HW=950.82' (Free Discharge) t--1 =Culvert (Barrel Controls 8.67 cfs @ 4.40 fps) Summary for Pond CBIMH 17: Inflow Area = 1.266 ac, 93.77% Impervious, Inflow Depth = 3.79" for 10 -Year event Inflow = 7.12 cfs @ 12.14 hrs, Volume= 0.400 of Outflow = 7.12 cfs @ 12.14 hrs, Volume= 0.400 af, Atten= 0%, Lag= 0.0 min Primary = 7.12 cfs @ 12.14 hrs, Volume= 0.400 of Routed to Pond CB/MH 16 : Routing by Stor-Intl method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 951.89'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 950.33' 18.0" Round Culvert L= 237.0' Ke= 0.500 Inlet / Outlet Invert= 950.33'/ 949.15' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf Primary OutFlow Max=6.90 cfs @ 12.14 hrs HW=951.85' (Free Discharge) L1=Culvert (Barrel Controls 6.90 cfs @ 4.80 fps) Summary for Pond CB/MH 18: Inflow Area = 0.918 ac, 98.83% Impervious, Inflow Depth = 3.95" for 10 -Year event Inflow = 5.37 cfs @ 12.14 hrs, Volume= 0.302 of Outflow = 5.37 cfs @ 12.14 hrs, Volume= 0.302 af, Atten= 0%, Lag= 0.0 min Primary = 5.37 cfs @ 12.14 hrs, Volume= 0.302 of Routed to Pond CB/MH 17 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 953.23'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 951.79' 18.0" Round Culvert L=116.0' Ke= 0.500 Inlet / Outlet Invert= 951.79'/ 951.44' S= 0.0030 '/' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf Primary OutFlow Max=5.19 cfs @ 12.14 hrs HW=953.19' (Free Discharge) L1=Culvert (Barrel Controls 5.19 cfs @ 3.92 fps) Summary for Pond CB/MH 2: Inflow Area = 5.516 ac, 51.22% Impervious, Inflow Depth = 2.49" for 10 -Year event Inflow = 18.08 cfs @ 12.14 hrs, Volume= 1.146 of Outflow = 18.08 cfs @ 12.14 hrs, Volume= 1.146 af, Atten= 0%, Lag= 0.0 min Primary = 18.08 cfs @ 12.14 hrs, Volume= 1.146 of Routed to Pond CB/MH 1 : 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 38 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 950.36'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 947.91' 27.0" Round Culver: L=189.0' Ke= 0.500 Inlet / Outlet Invert= 947.91'/ 947.34' S= 0.0030'/' Cc= 0.900 n=0.012, Flow Area= 3.98 sf Primary OutFlow Max=17.66 cfs @ 12.14 hrs HW=950.31' (Free Discharge) t1=Culvert (Barrel Controls 17.66 cfs @ 5.17 fps) Summary for Pond CB/MH 3: Inflow Area = 4.813 ac, 48.66% Impervious, Inflow Depth = 2.41" for 10 -Year event Inflow = 14.91 cfs @ 12.14 hrs, Volume= 0.968 of Outflow = 14.91 cfs @ 12.14 hrs, Volume= 0.968 af, Atten= 0%, Lag= 0.0 min Primary = 14.91 cfs @ 12.14 hrs, Volume= 0.968 of Routed to Pond CB/MH 2 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 951.40'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 949.18' 24.0" Round Culvert L= 295.0' Ke= 0.500 Inlet / Outlet Invert= 949.18'/ 948.01' S= 0.00407' Cc= 0.900 n=0.012, Flow Area= 3.14 sf Primary OutFlow Max=14.59 cfs @ 12.14 hrs HW=951.36' (Free Discharge) t-1 =Culvert (Barrel Controls 14.59 cfs @ 5.31 fps) Summary for Pond CB/MH 4: Inflow Area = 4.489 ac, 47.39% Impervious, Inflow Depth = 2.38" for 10 -Year event Inflow = 13.49 cfs @ 12.14 hrs, Volume= 0.889 of Outflow = 13.49 cfs @ 12.14 hrs, Volume= 0.889 af, Atten= 0%, Lag= 0.0 min Primary = 13.49 cfs @ 12.14 hrs, Volume= 0.889 of Routed to Pond CB/MH 3 : Routing by Stor-Intl method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.20'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 950.00' 24.0" Round Culvert L=120.0' Ke= 0.500 Inlet / Outlet Invert= 950.00'/ 949.64' S= 0.0030 T Cc= 0.900 n=0.012, Flow Area= 3.14 sf Primary OutFlow Max=13.20 cfs @ 12.14 hrs HW=952.16' (Free Discharge) t--1 =Culvert (Barrel Controls 13.20 cfs @ 4.84 fps) Summary for Pond CB/MH 5: Inflow Area = 4.159 ac, 45.94% Impervious, Inflow Depth = 2.33" for 10 -Year event Inflow = 12.05 cfs @ 12.14 hrs, Volume= 0.808 of Outflow = 12.05 cfs @ 12.14 hrs, Volume= 0.808 af, Atten= 0%, Lag= 0.0 min Primary = 12.05 cfs @ 12.14 hrs, Volume= 0.808 of Routed to Pond CB/MH 4 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.51'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 950.49' 24.0" Round Culvert L=131.0' Ke= 0.500 Inlet/ Outlet Invert= 950.49'/ 950.10' S=0.0030'/' Cc= 0.900 n=0.012, Flow Area= 3.14 sf 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 39 Primary OutFlow Max=11.79 cfs @ 12.14 hrs HW=952.48' (Free Discharge) t-1 =Culvert (Barrel Controls 11.79 cfs @ 4.70 fps) Summary for Pond CB/MH 6: Inflow Area = 4.080 ac, 45.43% Impervious, Inflow Depth = 2.32" for 10 -Year event Inflow = 11.68 cfs @ 12.14 hrs, Volume= 0.787 of Outflow = 11.68 cfs @ 12.14 hrs, Volume= 0.787 af, Atten= 0%, Lag= 0.0 min Primary = 11.68 cfs @ 12.14 hrs, Volume= 0.787 of Routed to Pond CB/MH 5 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.79'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 950.80' 24.0" Round Culvert L= 38.0' Ke= 0.500 Inlet / Outlet Invert= 950.80'/ 950.69' S= 0.0029'/' Cc= 0.900 n=0.012, Flow Area= 3.14 sf Primary OutFlow Max=11.43 cfs @ 12.14 hrs HW=952.76' (Free Discharge) t-1 =Culvert (Barrel Controls 11.43 cfs @ 4.61 fps) Summary for Pond CB/MH 7: Inflow Area = 3.960 ac, 44.32% Impervious, Inflow Depth = 2.28" for 10 -Year event Inflow = 11.07 cfs @ 12.14 hrs, Volume= 0.753 of Outflow = 11.07 cfs @ 12.14 hrs, Volume= 0.753 af, Atten= 0%, Lag= 0.0 min Primary = 11.07 cfs @ 12.14 hrs, Volume= 0.753 of Routed to Pond CB/MH 6 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 953.14'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 951.25' 24.0" Round Culvert L=149.0' Ke= 0.500 Inlet / Outlet Invert= 951.25'/ 950.80' S= 0.0030'/' Cc= 0.900 n=0.012, Flow Area= 3.14 sf Primary OutFlow Max=10.84 cfs @ 12.14 hrs HW=953.11' (Free Discharge) t-1=Culvert (Barrel Controls 10.84 cfs @ 4.62 fps) Summary for Pond CB/MH 8: Inflow Area = 2.862 ac, 23.99% Impervious, Inflow Depth = 1.66" for 10 -Year event Inflow = 4.75 cfs @ 12.15 hrs, Volume= 0.396 of Outflow = 4.75 cfs @ 12.15 hrs, Volume= 0.396 af, Atten= 0%, Lag= 0.0 min Primary = 4.75 cfs @ 12.15 hrs, Volume= 0.396 of Routed to Pond CB/MH 7 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.97'@ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 951.65' 18.0" Round Culvert L=100.0' Ke= 0.500 Inlet/ Outlet Invert= 951.65'/ 951.35' S=0.0030'/' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf Primary OutFlow Max=4.74 cfs @ 12.15 hrs HW=952.97' (Free Discharge) t--1 =Culvert (Barrel Controls 4.74 cfs @ 3.82 fps) 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 40 Summary for Pond CB/MH 9: Inflow Area = 2.606 ac, 18.09% Impervious, Inflow Depth = 1.48" for 10 -Year event Inflow = 3.43 cfs @ 12.15 hrs, Volume= 0.321 of Outflow = 3.43 cfs @ 12.15 hrs, Volume= 0.321 af, Atten= 0%, Lag= 0.0 min Primary = 3.43 cfs @ 12.15 hrs, Volume= 0.321 of Routed to Pond CB/MH 8 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 953.21'@ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 952.13' 18.0" Round Culvert L=128.0' Ke= 0.500 Inlet / Outlet Invert= 952.13'/ 951.75' S= 0.00307' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf Primary OutFlow Max=3.39 cfs @ 12.15 hrs HW=953.20' (Free Discharge) t--1 =Culvert (Barrel Controls 3.39 cfs @ 3.51 fps) Summary for Pond FES #12: Inflow Area = 2.051 ac, 0.00% Impervious, Inflow Depth = 0.93" for 10 -Year event Inflow = 2.15 cfs @ 12.26 hrs, Volume= 0.158 of Outflow = 1.69 cfs @ 12.37 hrs, Volume= 0.158 af, Atten= 21 %, Lag= 6.5 min Primary = 1.69 cfs @ 12.37 hrs, Volume= 0.158 of Routed to Pond CB/MH 9 : Routing by Stor-Intl method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 954.63'@ 12.37 hrs Surf.Area= 2,183 sf Storage= 695 cf Plug -Flow detention time= 6.4 min calculated for 0.158 of (100% of inflow) Center -of -Mass det. time= 6.4 min ( 860.9 - 854.6 ) Volume Invert Avail.Storage Storage Description #1 954.00' 15,019 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 954.00 10 0 0 955.00 3,438 1,724 1,724 956.00 23,152 13,295 15,019 Device Routing Invert Outlet Devices #1 Primary 954.00' 15.0" Round Culvert L=12.0' Ke= 0.500 Inlet / Outlet Invert= 954.00'/ 953.56' S= 0.0367T Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=1.68 cfs @ 12.37 hrs HW=954.63' (Free Discharge) t--1 =Culvert (Inlet Controls 1.68 cfs @ 2.70 fps) Summary for Pond POND -INF: Inflow Area = 11.505 ac, 60.58% Impervious, Inflow Depth = 2.78" for 10 -Year event Inflow = 45.18 cfs @ 12.14 hrs, Volume= 2.665 of Outflow = 7.79 cfs @ 12.55 hrs, Volume= 2.665 af, Atten= 83%, Lag= 24.4 min Discarded = 0.33 cfs @ 12.55 hrs, Volume= 1.157 of Primary = 7.46 cfs @ 12.55 hrs, Volume= 1.507 of Routed to Pond POND -RATE: Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 948.47'@ 12.55 hrs Surf.Area= 31,386 sf Storage= 63,469 cf Plug -Flow detention time= 561.2 min calculated for 2.663 of (100% of inflow) Center -of -Mass det. time= 562.5 min (1,324.7 - 762.3 ) 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 41 Volume Invert Avail.Storage Storage Description #1 946.00' 117,080 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 946.00 20,137 0 0 947.00 24,616 22,377 22,377 948.00 29,195 26,906 49,282 949.00 33,874 31,535 80,817 950.00 38,653 36,264 117,080 Device Routing Invert Outlet Devices #1 Discarded 946.00' 0.450 in/hr Exfiltration over Surface area #2 Primary 945.00' 21.0" Round Culver: L= 46.0' Ke= 0.500 Inlet / Outlet Invert= 945.00'/ 944.00' S= 0.02177' Cc= 0.900 n= 0.012, Flow Area= 2.41 sf #3 Device 2 947.30' 1.4' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #4 Device 2 947.83' 1.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Discarded OutFlow Max=0.33 cfs @ 12.55 hrs HW=948.47' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.33 cfs) Primary OutFlow Max=7.46 cfs @ 12.55 hrs HW=948.47' (Free Discharge) L2=Culvert (Passes 7.46 cfs of 18.65 cfs potential flow) 3=Broad-Crested Rectangular Weir (Weir Controls 5.87 cfs @ 3.59 fps) =Broad -Crested Rectangular Weir (Weir Controls 1.59 cfs @ 2.49 fps) Summary for Pond POND -RATE: Inflow Area = 12.386 ac, 56.27% Impervious, Inflow Depth = 1.53" for 10 -Year event Inflow = 7.76 cfs @ 12.52 hrs, Volume= 1.575 of Outflow = 4.69 cfs @ 13.52 hrs, Volume= 1.575 af, Atten= 40%, Lag= 59.8 min Primary = 4.69 cfs @ 13.52 hrs, Volume= 1.575 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 945.61'@ 13.52 hrs Surf.Area= 10,687 sf Storage= 17,127 cf Plug -Flow detention time= 74.7 min calculated for 1.574 of (100% of inflow) Center -of -Mass det. time= 75.2 min ( 952.1 - 876.9 ) Volume Invert Avail.Storage Storage Description #1 943.00' 97,543 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 943.00 2,955 0 0 944.00 5,410 4,183 4,183 945.00 8,647 7,029 11,211 946.00 11,980 10,314 21,525 947.00 15,408 13,694 35,219 948.00 18,933 17,171 52,389 949.00 22,553 20,743 73,132 950.00 26,269 24,411 97,543 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 42 Device Routing Invert Outlet Devices #1 Primary 943.00' 21.0" Round Culvert L= 72.0' Ke= 0.500 Inlet / Outlet Invert= 943.00'/ 942.78' S= 0.0031 T Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Device 1 943.00' 6.0" Vert. OrificelGrate C=0.600 Limited to weir flow at low heads #3 Device 1 944.38' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 945.61' 1.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=4.69 cfs @ 13.52 hrs HW=945.61' (Free Discharge) t1=Culvert (Passes 4.69 cfs of 12.52 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.45 cfs @ 7.40 fps) 3=OrificelGrate (Orifice Controls 3.23 cfs @ 4.12 fps) =Broad -Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.11 fps) Summary for Pond RD 1: Inflow Area = 0.897 ac,100.00% Impervious, Inflow Depth = 3.98" for 10 -Year event Inflow = 5.29 cfs @ 12.14 hrs, Volume= 0.298 of Outflow = 5.29 cfs @ 12.14 hrs, Volume= 0.298 af, Atten= 0%, Lag= 0.0 min Primary = 5.29 cfs @ 12.14 hrs, Volume= 0.298 of Routed to Pond CB/MH 1 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.67'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 951.40' 16.0" Round Culvert L=145.0' Ke= 0.500 Inlet / Outlet Invert= 951.40'/ 948.63' S= 0.0191 '/' Cc= 0.900 n= 0.012, Flow Area= 1.40 sf Primary OutFlow Max=5.13 cfs @ 12.14 hrs HW=952.64' (Free Discharge) L9=Culvert (Inlet Controls 5.13 cfs @ 3.79 fps) Summary for Pond RD 2: Inflow Area = 0.901 ac,100.00% Impervious, Inflow Depth = 3.98" for 10 -Year event Inflow = 5.32 cfs @ 12.14 hrs, Volume= 0.299 of Outflow = 5.32 cfs @ 12.14 hrs, Volume= 0.299 af, Atten= 0%, Lag= 0.0 min Primary = 5.32 cfs @ 12.14 hrs, Volume= 0.299 of Routed to Pond CB/MH 7 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 955.68'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 954.40' 16.0" Round Culvert L= 73.0' Ke= 0.500 Inlet / Outlet Invert= 954.40'/ 952.21' S= 0.0300'/' Cc= 0.900 n= 0.012, Flow Area= 1.40 sf Primary OutFlow Max=5.16 cfs @ 12.14 hrs HW=955.65' (Free Discharge) t1=Culvert (Inlet Controls 5.16 cfs @ 3.80 fps) Summary for Pond RD 3: Inflow Area = 0.887 ac,100.00% Impervious, Inflow Depth = 3.98" for 10 -Year event Inflow = 5.23 cfs @ 12.14 hrs, Volume= 0.295 of Outflow = 5.23 cfs @ 12.14 hrs, Volume= 0.295 af, Atten= 0%, Lag= 0.0 min Primary = 5.23 cfs @ 12.14 hrs, Volume= 0.295 of Routed to Pond CB/MH 18 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 10 -Year Rainfall=4.22" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 43 Peak Elev= 955.66'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 954.40' 16.0" Round Culvert L= 71.0' Ke= 0.500 Inlet / Outlet Invert= 954.40'/ 952.27' S= 0.0300 T Cc= 0.900 n= 0.012, Flow Area= 1.40 sf Primary OutFlow Max=5.07 cfs @ 12.14 hrs HW=955.63' (Free Discharge) L1=Culvert (Inlet Controls 5.07 cfs @ 3.77 fps) Summary for Pond RD 4: Inflow Area = 0.882 ac,100.00% Impervious, Inflow Depth = 3.98" for 10 -Year event Inflow = 5.21 cfs @ 12.14 hrs, Volume= 0.293 of Outflow = 5.21 cfs @ 12.14 hrs, Volume= 0.293 af, Atten= 0%, Lag= 0.0 min Primary = 5.21 cfs @ 12.14 hrs, Volume= 0.293 of Routed to Pond CB/MH 13 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.65'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 951.40' 16.0" Round Culvert L=100.0' Ke= 0.500 Inlet/ Outlet Invert= 951.40'/ 948.90' S=0.0250'/' Cc= 0.900 n= 0.012, Flow Area= 1.40 sf Primary OutFlow Max=5.05 cfs @ 12.14 hrs HW=952.62' (Free Discharge) L9=Culvert (Inlet Controls 5.05 cfs @ 3.76 fps) 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87' Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 44 Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Runoff Area=36.257 sf 91.31% Impervious Runoff Depth=6.28" Tc=7.0 min CN=61/98 Runoff=7.66 cfs 0.436 of Subcatchment 2: Runoff Area=30.653 sf 68.70% Impervious Runoff Depth=5.37' Tc=7.0 min CN=61/98 Runoff=5.65 cfs 0.315 of Subcatchment 3: Runoff Area=14.100 sf 66.26% Impervious Runoff Depth=5.27' Tc=7.0 min CN=61/98 Runoff=2.56 cfs 0.142 of Subcatchment 4: Runoff Area=14.385 sf 65.75% Impervious Runoff Depth=5.25" Tc=7.0 min CN=61/98 Runoff=2.60 cfs 0.145 of Subcatchment 5: Runoff Area=3,432 sf 72.20% Impervious Runoff Depth=5.51" Tc=7.0 min CN=61/98 Runoff=0.65 cfs 0.036 of Subcatchment 6: Runoff Area=5,209 sf 82.26% Impervious Runoff Depth=5.92" Tc=7.0 min CN=61/98 Runoff=1.04 cfs 0.059 of Subcatchment 7: Runoff Area=8,575 sf 84.79% Impervious Runoff Depth=6.02" Tc=7.0 min CN=61/98 Runoff=1.74 cfs 0.099 of Subcatchment 8: Runoff Area=11.168 sf 83.99% Impervious Runoff Depth=5.99" Tc=7.0 min CN=61/98 Runoff=2.26 cfs 0.128 of Subcatchment 9: Runoff Area=9,759 sf 83.55% Impervious Runoff Depth=5.97' Tc=7.0 min CN=61/98 Runoff=1.97 cfs 0.111 of Subcatchment 10: Runoff Area=10.140 sf 87.27% Impervious Runoff Depth=6.12" Tc=7.0 min CN=61/98 Runoff=2.09 cfs 0.119 of Subcatchment 11: Runoff Area=4,257 sf 82.95% Impervious Runoff Depth=5.95' Tc=7.0 min CN=61/98 Runoff=0.86 cfs 0.048 of Subcatchment 12: Runoff Area=89.352 sf 0.00% Impervious Runoff Depth=2.61" Tc=15.0 min CN=61/0 Runoff=6.79 cfs 0.446 of Subcatchment 13: Runoff Area=12.073 sf 25.71% Impervious Runoff Depth=3.64" Tc=7.0 min CN=61/98 Runoff= 1.62 cfs 0.084 of Subcatchment 14: Runoff Area=2,119 sf 35.35% Impervious Runoff Depth=4.03" Tc=7.0 min CN=61/98 Runoff=0.31 cfs 0.016 of Subcatchment 15: Runoff Area=2,313 sf 74.32% Impervious Runoff Depth=5.60" Tc=7.0 min CN=61/98 Runoff=0.44 cfs 0.025 of Subcatchment 16: Runoff Area=16.407 sf 76.92% Impervious Runoff Depth=5.70" Tc=7.0 min CN=61/98 Runoff=3.19 cfs 0.179 of Subcatchment 17: Runoff Area=15.200 sf 80.47% Impervious Runoff Depth=5.85' Tc=7.0 min CN=61/98 Runoff=3.01 cfs 0.170 of Subcatchment 18: Runoff Area=1,320 sf 64.62% Impervious Runoff Depth=5.21" Tc=7.0 min CN=61/98 Runoff=0.24 cfs 0.013 of Subcatchment 100: Runoff Area=677 sf 68.39% Impervious Runoff Depth=5.36" Tc=7.0 min CN=61/98 Runoff=0.12 cfs 0.007 of Subcatchment 101: Runoff Area=989 sf 65.32% Impervious Runoff Depth=5.24" Tc=7.0 min CN=61/98 Runoff=0.18 cfs 0.010 of 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 45 Subcatchment INF: Runoff Area=59.041 sf 0.00% Impervious Runoff Depth=2.61" Tc=7.0 min CN=61/0 Runoff=6.13 cfs 0.295 of Subcatchment RATE: Runoff Area=38.337 sf 0.00% Impervious Runoff Depth=2.61" Tc=7.0 min CN=61/0 Runoff=3.98 cfs 0.191 of Subcatchment ROOF 1: Runoff Area=39.060 sf 100.00% Impervious Runoff Depth=6.63" Tc=7.0 min CN=0198 Runoff=8.65 cfs 0.496 of Subcatchment ROOF 2: Runoff Area=39.268 sf 100.00% Impervious Runoff Depth=6.63" Tc=7.0 min CN=0/98 Runoff=8.70 cfs 0.498 of Subcatchment ROOF 3: Runoff Area=38.648 sf 100.00% Impervious Runoff Depth=6.63" Tc=7.0 min CN=0198 Runoff=8.56 cfs 0.490 of Subcatchment ROOF 4: Runoff Area=38.440 sf 100.00% Impervious Runoff Depth=6.63" Tc=7.0 min CN=0/98 Runoff=8.51 cfs 0.488 of Pond CB 11: Peak Elev=953.71' Inflow=0.86 cfs 0.048 of 12.0" Round Culvert n=0.012 L=120.0' S=0.0038'/' Outflow=0.86 cfs 0.048 of Pond CB/MH 1: Peak Elev=952.79' Inflow=74.58 cfs 4.543 of 36.0" Round Culvert n=0.012 L=40.0' S=0.0125'/' Outflow=74.58 cfs 4.543 of Pond CB/MH 10: Peak Elev=953.69' Inflow=2.95 cfs 0.167 of 15.0" Round Culvert n=0.012 L=120.0' S=0.0030'/' Outflow=2.95 cfs 0.167 of Pond CB/MH 13: Peak EIev=952.40' Inflow=25.87 cfs 1.465 of 24.0" Round Culvert n=0.012 L=134.0' S=0.0050'P Outflow=25.87 cfs 1.465 of Pond CB/MH 14: Peak EIev=952.09' Inflow=15.75 cfs 0.893 of 21.0" Round Culvert n=0.012 L=147.0' S=0.0030'P Outflow=15.75 cfs 0.893 of Pond CB/MH 15: Peak EIev=951.83' Inflow=15.44 cfs 0.877 of 21.0" Round Culvert n=0.012 L=58.0' S=0.0029'/' Outflow=15.44 cfs 0.877 of Pond CB/MH 16: Peak EIev=951.88' Inflow=15.00 cfs 0.852 of 21.0" Round Culvert n=0.012 L=39.0' S=0.0031 T Outflow=15.00 cfs 0.852 of Pond CB/MH 17: Peak EIev=954.24' Inflow=11.81 cfs 0.673 of 18.0" Round Culvert n=0.012 L=237.0' S=0.0050'P Outflow=11.81 cfs 0.673 of Pond CB/MH 18: Peak EIev=954.22' Inflow=8.80 cfs 0.503 of 18.0" Round Culvert n=0.012 L=116.0' S=0.0030'/' Outflow=8.80 cfs 0.503 of Pond CB/MH 2: Peak EIev=952.91' Inflow=32.43 cfs 2.146 of 27.0" Round Culvert n=0.012 L=189.0' S=0.0030'P Outflow=32.43 cfs 2.146 of Pond CB/MH 3: Peak EIev=955.23' Inflow=26.78 cfs 1.831 of 24.0" Round Culvert n=0.012 L=295.0' S=0.0040'P Outflow=26.78 cfs 1.831 of Pond CB/MH 4: Peak EIev=954.20' Inflow=24.22 cfs 1.689 of 24.0" Round Culvert n=0.012 L=120.0' S=0.0030'P Outflow=24.22 cfs 1.689 of Pond CB/MH 5: Peak EIev=954.22' Inflow=21.62 cfs 1.544 of 24.0" Round Culvert n=0.012 L=131.0' S=0.0030'P Outflow=21.62 cfs 1.544 of Pond CB/MH 6: Peak EIev=954.01' Inflow=20.97 cfs 1.508 of 24.0" Round Culvert n=0.012 L=38.0' S=0.0029'/' Outflow=20.97 cfs 1.508 of Pond CB/MH 7: Peak EIev=954.72' Inflow=19.93 cfs 1.449 of 24.0" Round Culvert n=0.012 L=149.0' S=0.0030'P Outflow=19.93 cfs 1.449 of 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 46 Pond CB/MH 8: Peak Elev=954.24' Inflow=9.57 cfs 0.852 of 18.0" Round Culvert n=0.012 L=100.0' S=0.0030'/' Outflow=9.57 cfs 0.852 of Pond CB/MH 9: Peak Elev=954.19' Inflow=7.37 cfs 0.724 of 18.0" Round Culvert n=0.012 L=128.0' S=0.0030'/' Outflow=7.37 cfs 0.724 of Pond FES #12: Peak EIev=955.20' Storage=2,779 cf Inflow=6.79 cfs 0.446 of 15.0" Round Culvert n=0.012 L=12.0' S=0.0367'P Outflow=4.50 cfs 0.446 of Pond POND -INF: Peak EIev=949.56' Storage=100.389 cf Inflow=80.68 cfs 4.837 of Discarded=0.38 cfs 1.229 of Primary=22.22 cfs 3.608 of Outflow=22.60 cfs 4.837 of Pond POND -RATE: Peak Elev=947.33' Storage=40.465 cf Inflow=23.70 cfs 3.800 of Outflow= 15.30 cfs 3.800 of Pond RD 1: Peak EIev=953.71' Inflow=8.65 cfs 0.496 of 16.0" Round Culvert n=0.012 L=145.0' S=0.0191 T Outflow=8.65 cfs 0.496 of Pond RD 2: Peak EIev=956.73' Inflow=8.70 cfs 0.498 of 16.0" Round Culvert n=0.012 L=73.0' S=0.0300'/' Outflow=8.70 cfs 0.498 of Pond RD 3: Peak EIev=956.68' Inflow=8.56 cfs 0.490 of 16.0" Round Culvert n=0.012 L=71.0' S=0.0300'/' Outflow=8.56 cfs 0.490 of Pond RD 4: Peak EIev=953.66' Inflow=8.51 cfs 0.488 of 16.0" Round Culvert n=0.012 L=100.0' S=0.0250'/' Outflow=8.51 cfs 0.488 of Total Runoff Area = 12.424 ac Runoff Volume = 5.046 of Average Runoff Depth = 4.87" 43.69% Pervious = 5.428 ac 56.31% Impervious = 6.995 ac 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87' Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment 1: Runoff = 7.66 cfs @ 12.14 hrs, Volume= 0.436 af, Depth= 6.28" Routed to Pond CB/MH 1 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87" Area (so CN Description * 21,560 98 Proposed Impervious * 11,548 98 Future Impervious 3,149 61 >75% Grass cover, Good, HSG B 36,257 95 Weighted Average 3,149 61 8.69% Pervious Area 33,108 98 91.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 2: Runoff = 5.65 cfs @ 12.14 hrs, Volume= 0.315 af, Depth= 5.37' Routed to Pond CB/MH 2 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (so CN Description * 21,059 98 Proposed Impervious 9,594 61 >75% Grass cover, Good, HSG B 30,653 86 Weighted Average 9,594 61 31.30% Pervious Area 21,059 98 68.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 3: Runoff = 2.56 cfs @ 12.14 hrs, Volume= 0.142 af, Depth= 5.27' Routed to Pond CB/MH 3: Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (so CN Description * 9,343 98 Proposed Impervious 4,757 61 >75% Grass cover, Good, HSG B 14,100 86 Weighted Average 4,757 61 33.74% Pervious Area 9,343 98 66.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 48 Summary for Subcatchment 4: Runoff = 2.60 cfs @ 12.14 hrs, Volume= 0.145 af, Depth= 5.25" Routed to Pond CB/MH 4 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Description 9,458 98 Proposed Impervious 4,927 61 >75% Grass cover, Good, HSG B 14,385 85 Weighted Average 4,927 61 34.25% Pervious Area 9,458 98 65.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 5: Runoff = 0.65 cfs @ 12.14 hrs, Volume= 0.036 af, Depth= 5.51" Routed to Pond CB/MH 5 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Description 2,478 98 Proposed Impervious 954 61 >75% Grass cover, Good, HSG B 3,432 88 Weighted Average 954 61 27.80% Pervious Area 2,478 98 72.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 6: Runoff = 1.04 cfs @ 12.14 hrs, Volume= 0.059 af, Depth= 5.92" Routed to Pond CB/MH 6 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Descri 4,285 98 Proposed Impervious 924 61 >75% Grass cover, Good, HSG B 5,209 91 Weighted Average 924 61 17.74% Pervious Area 4,285 98 82.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 49 Summary for Subcatchment 7: Runoff = 1.74 cfs @ 12.14 hrs, Volume= 0.099 af, Depth= 6.02" Routed to Pond CB/MH 7 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Description 7,271 98 Proposed Impervious 1,304 61 >75% Grass cover, Good, HSG B 8,575 92 Weighted Average 1,304 61 15.21% Pervious Area 7,271 98 84.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 8: Runoff = 2.26 cfs @ 12.14 hrs, Volume= 0.128 af, Depth= 5.99" Routed to Pond CB/MH 8 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Description 9,380 98 Proposed Impervious 1,788 61 >75% Grass cover, Good, HSG B 11,168 92 Weighted Average 1,788 61 16.01% Pervious Area 9,380 98 83.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 9: Runoff = 1.97 cfs @ 12.14 hrs, Volume= 0.111 af, Depth= 5.97' Routed to Pond CB/MH 9 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Descri 3,099 98 Proposed Impervious 5,055 98 Future Impervious 1,605 61 >75% Grass cover, Good, HSG B 9,759 92 Weighted Average 1,605 61 16.45% Pervious Area 8,154 98 83.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 50 Summary for Subcatchment 10: Runoff = 2.09 cfs @ 12.14 hrs, Volume= 0.119 af, Depth= 6.12" Routed to Pond CB/MH 10 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Description 3,249 98 Proposed Impervious 5,600 98 Future Impervious 1,291 61 >75% Grass cover, Good, HSG B 10,140 93 Weighted Average 1,291 61 12.73% Pervious Area 8,849 98 87.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 11: Runoff = 0.86 cfs @ 12.14 hrs, Volume= 0.048 af, Depth= 5.95" Routed to Pond CB 11 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Description 1,793 98 Proposed Impervious 1,738 98 Future Impervious 726 61 >75% Grass cover, Good, HSG B 4,257 92 Weighted Average 726 61 17.05% Pervious Area 3,531 98 82.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 12: Runoff = 6.79 cfs @ 12.25 hrs, Volume= 0.446 af, Depth= 2.61" Routed to Pond FES #12 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Description 89,352 61 >75% Grass cover, Good, HSG B 89,352 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87' Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment 13: Runoff = 1.62 cfs @ 12.14 hrs, Volume= 0.084 af, Depth= 3.64" Routed to Pond CB/MH 13 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87" Area (so CN Description * 2,991 98 Proposed Impervious * 113 98 Future Impervious 8,969 61 >75% Grass cover, Good, HSG B 12,073 71 Weighted Average 8,969 61 74.29% Pervious Area 3,104 98 25.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 14: Runoff = 0.31 cfs @ 12.14 hrs, Volume= 0.016 af, Depth= 4.03" Routed to Pond CB/MH 14: Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87" Area (sf) CN Description * 749 98 Proposed Impervious 1,370 61 >75% Grass cover, Good, HSG B 2,119 74 Weighted Average 1,370 61 64.65% Pervious Area 749 98 35.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 15: Runoff = 0.44 cfs @ 12.14 hrs, Volume= 0.025 af, Depth= 5.60" Routed to Pond CB/MH 15: Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87" Area (so CN Description * 1,585 98 Proposed Impervious * 134 98 Future Impervious 594 61 >75% Grass cover. Good. HSG B 2,313 88 Weighted Average 594 61 25.68% Pervious Area 1,719 98 74.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 52 Summary for Subcatchment 16: Runoff = 3.19 cfs @ 12.14 hrs, Volume= 0.179 af, Depth= 5.70" Routed to Pond CB/MH 16 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Description 12,620 98 Future Impervious 3,787 61 >75% Grass cover, Good, HSG B 16,407 89 Weighted Average 3,787 61 23.08% Pervious Area 12,620 98 76.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 17: Runoff = 3.01 cfs @ 12.14 hrs, Volume= 0.170 af, Depth= 5.85" Routed to Pond CB/MH 17 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Description 12,231 98 Future Impervious 2,969 61 >75% Grass cover, Good, HSG B 15,200 91 Weighted Average 2,969 61 19.53% Pervious Area 12,231 98 80.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 18: Runoff = 0.24 cfs @ 12.14 hrs, Volume= 0.013 af, Depth= 5.21" Routed to Pond CB/MH 18 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Descri 853 98 Future Impervious 467 61 >75% Grass cover, Good, HSG B 1,320 85 Weighted Average 467 61 35.38% Pervious Area 853 98 64.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 53 Summary for Subcatchment 100: Runoff = 0.12 cfs @ 12.14 hrs, Volume= 0.007 af, Depth= 5.36" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Description 463 98 Proposed Impervious 214 61 >75% Grass cover, Good, HSG B 677 86 Weighted Average 214 61 31.61% Pervious Area 463 98 68.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment 101: Runoff = 0.18 cfs @ 12.14 hrs, Volume= 0.010 af, Depth= 5.24" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Descriotion 646 98 Proposed Impervious 343 61 >75% Grass cover, Good, HSG B 989 85 Weighted Average 343 61 34.68% Pervious Area 646 98 65.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment INF: Runoff = 6.13 cfs @ 12.15 hrs, Volume= 0.295 af, Depth= 2.61" Routed to Pond POND -INF : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (sf) CN Description 59,041 61 >75% Grass cover, Good, HSG B 59,041 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment RATE: Runoff = 3.98 cfs @ 12.15 hrs, Volume= 0.191 af, Depth= 2.61" Routed to Pond POND -RATE: Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' 339518—Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87' Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Page 54 Area (sf) CN Description 38,337 61 >75% Grass cover, Good, HSG B 38,337 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment ROOF 1: Runoff = 8.65 cfs @ 12.14 hrs, Volume= 0.496 af, Depth= 6.63" Routed to Pond RD 1 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87" Area (sf) CN Description * 39,060 98 Proposed Impervious 39,060 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment ROOF 2: Runoff = 8.70 cfs @ 12.14 hrs, Volume= 0.498 af, Depth= 6.63" Routed to Pond RD 2: Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87" Area (sf) CN Description * 39,268 98 Proposed Impervious 39,268 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment ROOF 3: Runoff = 8.56 cfs @ 12.14 hrs, Volume= 0.490 af, Depth= 6.63" Routed to Pond RD 3 : Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87' Area (so CN Description * 38,648 98 Future Impervious 38,648 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 55 Summary for Subcatchment ROOF 4: Runoff = 8.51 cfs @ 12.14 hrs, Volume= 0.488 af, Depth= 6.63" Routed to Pond RD 4: Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -Year Rainfall=6.87" Area (sf) CN Description 38,440 98 Future Impervious 38,440 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Pond CB 11: Inflow Area = 0.098 ac, 82.95% Impervious, Inflow Depth = 5.95" for 100 -Year event Inflow = 0.86 cfs @ 12.14 hrs, Volume= 0.048 of Outflow = 0.86 cfs @ 12.14 hrs, Volume= 0.048 af, Atten= 0%, Lag= 0.0 min Primary = 0.86 cfs @ 12.14 hrs, Volume= 0.048 of Routed to Pond CB/MH 10 : Routing by Stor-Intl method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 953.71'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 953.15' 12.0" Round Culvert L=120.0' Ke= 0.500 Inlet / Outlet Invert= 953.15'/ 952.69' S= 0.0038 T Cc= 0.900 n=0.012, Flow Area= 0.79 sf PrimaryOutFlow Max=0.83 cfs @ 12.14 hrs HW=953.70' (Free Discharge) L1=Culvert (Barrel Controls 0.83 cfs @ 2.69 fps) Summary for Pond CB/MH 1: Inflow Area = 10.150 ac, 68.67% Impervious, Inflow Depth = 5.37" for 100 -Year event Inflow = 74.58 cfs @ 12.14 hrs, Volume= 4.543 of Outflow = 74.58 cfs @ 12.14 hrs, Volume= 4.543 af, Atten= 0%, Lag= 0.0 min Primary = 74.58 cfs @ 12.14 hrs, Volume= 4.543 of Routed to Pond POND -INF: Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.79'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 946.50' 36.0" Round Culvert L= 40.0' Ke= 0.500 Inlet / Outlet Invert= 946.50'/ 946.00' S= 0.0125'/' Cc= 0.900 n=0.012, Flow Area= 7.07 sf PrimaryOutFlow Max=72.63 cfs @ 12.14 hrs HW=952.55' (Free Discharge) Ll =Culvert (Inlet Controls 72.63 cfs @ 10.27 fps) Summary for Pond CB/MH 10: Inflow Area = 0.331 ac, 85.99% Impervious, Inflow Depth = 6.07" for 100 -Year event Inflow = 2.95 cfs @ 12.14 hrs, Volume= 0.167 of Outflow = 2.95 cfs @ 12.14 hrs, Volume= 0.167 af, Atten= 0%, Lag= 0.0 min Primary = 2.95 cfs @ 12.14 hrs, Volume= 0.167 of Routed to Pond CB/MH 9 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 56 Peak Elev= 953.69'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 952.59' 15.0" Round Culvert L=120.0' Ke= 0.500 Inlet / Outlet Invert= 952.59'/ 952.23' S= 0.0030 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=2.86 cfs @ 12.14 hrs HW=953.67' (Free Discharge) L1=Culvert (Barrel Controls 2.86 cfs @ 3.41 fps) Summary for Pond CB/MH 13: Inflow Area = 2.904 ac, 85.65% Impervious, Inflow Depth = 6.05" for 100 -Year event Inflow = 25.87 cfs @ 12.14 hrs, Volume= 1.465 of Outflow = 25.87 cfs @ 12.14 hrs, Volume= 1.465 af, Atten= 0%, Lag= 0.0 min Primary = 25.87 cfs @ 12.14 hrs, Volume= 1.465 of Routed to Pond CB/MH 1 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.40'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 948.01' 24.0" Round Culvert L=134.0' Ke= 0.500 Inlet / Outlet Invert= 948.01'/ 947.34' S= 0.0050T Cc= 0.900 n=0.012, Flow Area= 3.14 sf PrimaryOutFlow Max=25.08 cfs @ 12.14 hrs HW=952.23' (Free Discharge) L9=Culvert (Barrel Controls 25.08 cfs @ 7.98 fps) Summary for Pond CB/MH 14: Inflow Area = 1.745 ac, 87.91% Impervious, Inflow Depth = 6.14" for 100 -Year event Inflow = 15.75 cfs @ 12.14 hrs, Volume= 0.893 of Outflow = 15.75 cfs @ 12.14 hrs, Volume= 0.893 af, Atten= 0%, Lag= 0.0 min Primary = 15.75 cfs @ 12.14 hrs, Volume= 0.893 of Routed to Pond CB/MH 13 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.09'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 948.55' 21.0" Round Culvert L=147.0' Ke= 0.500 Inlet/ Outlet Invert= 948.55'/ 948.11' S=0.0030'/' Cc= 0.900 n= 0.012, Flow Area= 2.41 sf PrimaryOutFlow Max=15.26 cfs @ 12.14 hrs HW=951.96' (Free Discharge) t1=Culvert (Barrel Controls 15.26 cfs @ 6.35 fps) Summary for Pond CBIMH 15: Inflow Area = 1.696 ac, 89.42% Impervious, Inflow Depth = 6.21" for 100 -Year event Inflow = 15.44 cfs @ 12.14 hrs, Volume= 0.877 of Outflow = 15.44 cfs @ 12.14 hrs, Volume= 0.877 af, Atten= 0%, Lag= 0.0 min Primary = 15.44 cfs @ 12.14 hrs, Volume= 0.877 of Routed to Pond CB/MH 14 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 951.83'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 948.82' 21.0" Round Culvert L= 58.0' Ke= 0.500 Inlet / Outlet Invert= 948.82'/ 948.65' S= 0.0029T Cc= 0.900 n= 0.012, Flow Area= 2.41 sf Primary OutFlow Max=14.96 cfs @ 12.14 hrs HW=951.74' (Free Discharge) L1=Culvert (Barrel Controls 14.96 cfs @ 6.22 fps) 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 57 Summary for Pond CBIMH 16: Inflow Area = 1.643 ac, 89.91% Impervious, Inflow Depth = 6.23" for 100 -Year event Inflow = 15.00 cfs @ 12.14 hrs, Volume= 0.852 of Outflow = 15.00 cfs @ 12.14 hrs, Volume= 0.852 af, Atten= 0%, Lag= 0.0 min Primary = 15.00 cfs @ 12.14 hrs, Volume= 0.852 of Routed to Pond CB/MH 15 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 951.88'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 949.04' 21.0" Round Culvert L= 39.0' Ke= 0.500 Inlet / Outlet Invert= 949.04'/ 948.92' S= 0.0031 T Cc= 0.900 n= 0.012, Flow Area= 2.41 sf Primary OutFlow Max=14.53 cfs @ 12.14 hrs HW=951.80' (Free Discharge) t-1 =Culvert (Barrel Controls 14.53 cfs @ 6.04 fps) Summary for Pond CBIMH 17: Inflow Area = 1.266 ac, 93.77% Impervious, Inflow Depth = 6.38" for 100 -Year event Inflow = 11.81 cfs @ 12.14 hrs, Volume= 0.673 of Outflow = 11.81 cfs @ 12.14 hrs, Volume= 0.673 af, Atten= 0%, Lag= 0.0 min Primary = 11.81 cfs @ 12.14 hrs, Volume= 0.673 of Routed to Pond CB/MH 16 : Routing by Stor-Intl method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 954.24'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 950.33' 18.0" Round Culvert L= 237.0' Ke= 0.500 Inlet / Outlet Invert= 950.33'/ 949.15' S= 0.00507' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf Primary OutFlow Max=11.44 cfs @ 12.14 hrs HW=954.03' (Free Discharge) t--1 =Culvert (Barrel Controls 11.44 cfs @ 6.48 fps) Summary for Pond CB/MH 18: Inflow Area = 0.918 ac, 98.83% Impervious, Inflow Depth = 6.58" for 100 -Year event Inflow = 8.80 cfs @ 12.14 hrs, Volume= 0.503 of Outflow = 8.80 cfs @ 12.14 hrs, Volume= 0.503 af, Atten= 0%, Lag= 0.0 min Primary = 8.80 cfs @ 12.14 hrs, Volume= 0.503 of Routed to Pond CB/MH 17 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 954.22'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 951.79' 18.0" Round Culvert L=116.0' Ke= 0.500 Inlet / Outlet Invert= 951.79'/ 951.44' S= 0.0030 '/' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf Primary OutFlow Max=8.52 cfs @ 12.14 hrs HW=954.13' (Free Discharge) L9=Culvert (Barrel Controls 8.52 cfs @ 4.82 fps) Summary for Pond CB/MH 2: Inflow Area = 5.516 ac, 51.22% Impervious, Inflow Depth = 4.67" for 100 -Year event Inflow = 32.43 cfs @ 12.14 hrs, Volume= 2.146 of Outflow = 32.43 cfs @ 12.14 hrs, Volume= 2.146 af, Atten= 0%, Lag= 0.0 min Primary = 32.43 cfs @ 12.14 hrs, Volume= 2.146 of Routed to Pond CB/MH 1 : 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 58 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 952.91'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 947.91' 27.0" Round Culver: L=189.0' Ke= 0.500 Inlet / Outlet Invert= 947.91'/ 947.34' S= 0.0030'/' Cc= 0.900 n=0.012, Flow Area= 3.98 sf Primary OutFlow Max=31.78 cfs @ 12.14 hrs HW=952.78' (Free Discharge) t1=Culvert (Barrel Controls 31.78 cfs @ 7.99 fps) Summary for Pond CB/MH 3: Inflow Area = 4.813 ac, 48.66% Impervious, Inflow Depth = 4.57" for 100 -Year event Inflow = 26.78 cfs @ 12.14 hrs, Volume= 1.831 of Outflow = 26.78 cfs @ 12.14 hrs, Volume= 1.831 af, Atten= 0%, Lag= 0.0 min Primary = 26.78 cfs @ 12.14 hrs, Volume= 1.831 of Routed to Pond CB/MH 2 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 955.23'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 949.18' 24.0" Round Culvert L= 295.0' Ke= 0.500 Inlet / Outlet Invert= 949.18'/ 948.01' S= 0.00407' Cc= 0.900 n=0.012, Flow Area= 3.14 sf Primary OutFlow Max=26.30 cfs @ 12.14 hrs HW=955.05' (Free Discharge) t--1 =Culvert (Barrel Controls 26.30 cfs @ 8.37 fps) Summary for Pond CB/MH 4: Inflow Area = 4.489 ac, 47.39% Impervious, Inflow Depth = 4.51" for 100 -Year event Inflow = 24.22 cfs @ 12.14 hrs, Volume= 1.689 of Outflow = 24.22 cfs @ 12.14 hrs, Volume= 1.689 af, Atten= 0%, Lag= 0.0 min Primary = 24.22 cfs @ 12.14 hrs, Volume= 1.689 of Routed to Pond CB/MH 3 : Routing by Stor-Intl method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 954.20'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 950.00' 24.0" Round Culvert L=120.0' Ke= 0.500 Inlet / Outlet Invert= 950.00'/ 949.64' S= 0.0030 '/' Cc= 0.900 n=0.012, Flow Area= 3.14 sf Primary OutFlow Max=23.81 cfs @ 12.14 hrs HW=954.12' (Free Discharge) t--1 =Culvert (Barrel Controls 23.81 cfs @ 7.58 fps) Summary for Pond CB/MH 5: Inflow Area = 4.159 ac, 45.94% Impervious, Inflow Depth = 4.46" for 100 -Year event Inflow = 21.62 cfs @ 12.14 hrs, Volume= 1.544 of Outflow = 21.62 cfs @ 12.14 hrs, Volume= 1.544 af, Atten= 0%, Lag= 0.0 min Primary = 21.62 cfs @ 12.14 hrs, Volume= 1.544 of Routed to Pond CB/MH 4 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 954.22'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 950.49' 24.0" Round Culvert L=131.0' Ke= 0.500 Inlet/ Outlet Invert= 950.49'/ 950.10' S=0.0030'/' Cc= 0.900 n=0.012, Flow Area= 3.14 sf 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 59 Primary OutFlow Max=21.29 cfs @ 12.14 hrs HW=954.16' (Free Discharge) L1=Culvert (Barrel Controls 21.29 cfs @ 6.78 fps) Summary for Pond CB/MH 6: Inflow Area = 4.080 ac, 45.43% Impervious, Inflow Depth = 4.44" for 100 -Year event Inflow = 20.97 cfs @ 12.14 hrs, Volume= 1.508 of Outflow = 20.97 cfs @ 12.14 hrs, Volume= 1.508 af, Atten= 0%, Lag= 0.0 min Primary = 20.97 cfs @ 12.14 hrs, Volume= 1.508 of Routed to Pond CB/MH 5 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 954.01'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 950.80' 24.0" Round Culvert L= 38.0' Ke= 0.500 Inlet / Outlet Invert= 950.80'/ 950.69' S= 0.0029'/' Cc= 0.900 n=0.012, Flow Area= 3.14 sf Primary OutFlow Max=20.66 cfs @ 12.14 hrs HW=953.97' (Free Discharge) L9=Culvert (Barrel Controls 20.66 cfs @ 6.58 fps) Summary for Pond CB/MH 7: Inflow Area = 3.960 ac, 44.32% Impervious, Inflow Depth = 4.39" for 100 -Year event Inflow = 19.93 cfs @ 12.14 hrs, Volume= 1.449 of Outflow = 19.93 cfs @ 12.14 hrs, Volume= 1.449 af, Atten= 0%, Lag= 0.0 min Primary = 19.93 cfs @ 12.14 hrs, Volume= 1.449 of Routed to Pond CB/MH 6 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 954.72'@ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 951.25' 24.0" Round Culvert L=149.0' Ke= 0.500 Inlet / Outlet Invert= 951.25'/ 950.80' S= 0.0030'/' Cc= 0.900 n=0.012, Flow Area= 3.14 sf Primary OutFlow Max=19.65 cfs @ 12.14 hrs HW=954.67' (Free Discharge) t-1=Culvert (Barrel Controls 19.65 cfs @ 6.26 fps) Summary for Pond CB/MH 8: Inflow Area = 2.862 ac, 23.99% Impervious, Inflow Depth = 3.57" for 100 -Year event Inflow = 9.57 cfs @ 12.15 hrs, Volume= 0.852 of Outflow = 9.57 cfs @ 12.15 hrs, Volume= 0.852 af, Atten= 0%, Lag= 0.0 min Primary = 9.57 cfs @ 12.15 hrs, Volume= 0.852 of Routed to Pond CB/MH 7 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 954.24'@ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 951.65' 18.0" Round Culvert L=100.0' Ke= 0.500 Inlet/ Outlet Invert= 951.65'/ 951.35' S=0.0030'/' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf Primary OutFlow Max=9.47 cfs @ 12.15 hrs HW=954.21' (Free Discharge) t--1 =Culvert (Barrel Controls 9.47 cfs @ 5.36 fps) 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 60 Summary for Pond CB/MH 9: Inflow Area = 2.606 ac, 18.09% Impervious, Inflow Depth = 3.34" for 100 -Year event Inflow = 7.37 cfs @ 12.16 hrs, Volume= 0.724 of Outflow = 7.37 cfs @ 12.16 hrs, Volume= 0.724 af, Atten= 0%, Lag= 0.0 min Primary = 7.37 cfs @ 12.16 hrs, Volume= 0.724 of Routed to Pond CB/MH 8 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 954.19'@ 12.16 hrs Device Routing Invert Outlet Devices #1 Primary 952.13' 18.0" Round Culvert L=128.0' Ke= 0.500 Inlet / Outlet Invert= 952.13'/ 951.75' S= 0.00307' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf Primary OutFlow Max=7.25 cfs @ 12.16 hrs HW=954.11' (Free Discharge) t--1 =Culvert (Barrel Controls 7.25 cfs @ 4.11 fps) Summary for Pond FES #12: Inflow Area = 2.051 ac, 0.00% Impervious, Inflow Depth = 2.61" for 100 -Year event Inflow = 6.79 cfs @ 12.25 hrs, Volume= 0.446 of Outflow = 4.50 cfs @ 12.39 hrs, Volume= 0.446 af, Atten= 34%, Lag= 8.7 min Primary = 4.50 cfs @ 12.39 hrs, Volume= 0.446 of Routed to Pond CB/MH 9 : Routing by Stor-Intl method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 955.20'@ 12.39 hrs Surf.Area= 7,309 sf Storage= 2,779 cf Plug -Flow detention time= 7.5 min calculated for 0.446 of (100% of inflow) Center -of -Mass det. time= 7.5 min ( 837.0 - 829.5 ) Volume Invert Avail.Storage Storage Description #1 954.00' 15,019 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 954.00 10 0 0 955.00 3,438 1,724 1,724 956.00 23,152 13,295 15,019 Device Routing Invert Outlet Devices #1 Primary 954.00' 15.0" Round Culvert L=12.0' Ke= 0.500 Inlet / Outlet Invert= 954.00'/ 953.56' S= 0.0367T Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=4.50 cfs @ 12.39 hrs HW=955.19' (Free Discharge) L1=Culvert (Inlet Controls 4.50 cfs @ 3.72 fps) Summary for Pond POND -INF: Inflow Area = 11.505 ac, 60.58% Impervious, Inflow Depth = 5.05" for 100 -Year event Inflow = 80.68 cfs @ 12.14 hrs, Volume= 4.837 of Outflow = 22.60 cfs @ 12.40 hrs, Volume= 4.837 af, Atten= 72%, Lag= 15.6 min Discarded = 0.38 cfs @ 12.40 hrs, Volume= 1.229 of Primary = 22.22 cfs @ 12.40 hrs, Volume= 3.608 of Routed to Pond POND -RATE: Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 949.56'@ 12.40 hrs Surf.Area= 36,531 sf Storage= 100,389 cf Plug -Flow detention time= 358.9 min calculated for 4.837 of (100% of inflow) Center -of -Mass det. time= 358.8 min (1,118.6 - 759.8 ) 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 61 Volume Invert Avail.Storage Storage Description #1 946.00' 117,080 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 946.00 20,137 0 0 947.00 24,616 22,377 22,377 948.00 29,195 26,906 49,282 949.00 33,874 31,535 80,817 950.00 38,653 36,264 117,080 Device Routing Invert Outlet Devices #1 Discarded 946.00' 0.450 in/hr Exfiltration over Surface area #2 Primary 945.00' 21.0" Round Culver: L= 46.0' Ke= 0.500 Inlet / Outlet Invert= 945.00'/ 944.00' S= 0.02177' Cc= 0.900 n= 0.012, Flow Area= 2.41 sf #3 Device 2 947.30' 1.4' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #4 Device 2 947.83' 1.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Discarded OutFlow Max=0.38 cfs @ 12.40 hrs HW=949.56' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.38 cfs) Primary OutFlow Max=22.22 cfs @ 12.40 hrs HW=949.56' (Free Discharge) L2=Culvert (Inlet Controls 22.22 cfs @ 9.24 fps) 3=Broad-Crested Rectangular Weir (Passes < 15.75 cfs potential flow) =Broad -Crested Rectangular Weir (Passes < 7.53 cfs potential flow) Summary for Pond POND -RATE: Inflow Area = 12.386 ac, 56.27% Impervious, Inflow Depth = 3.68" for 100 -Year event Inflow = 23.70 cfs @ 12.30 hrs, Volume= 3.800 of Outflow = 15.30 cfs @ 13.04 hrs, Volume= 3.800 af, Atten= 35%, Lag= 44.6 min Primary = 15.30 cfs @ 13.04 hrs, Volume= 3.800 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 947.33'@ 13.04 hrs Surf.Area=16,565 sf Storage= 40,465 cf Plug -Flow detention time= 60.2 min calculated for 3.800 of (100% of inflow) Center -of -Mass det. time= 59.6 min ( 911.6 - 852.0 ) Volume Invert Avail.Storage Storage Description #1 943.00' 97,543 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 943.00 2,955 0 0 944.00 5,410 4,183 4,183 945.00 8,647 7,029 11,211 946.00 11,980 10,314 21,525 947.00 15,408 13,694 35,219 948.00 18,933 17,171 52,389 949.00 22,553 20,743 73,132 950.00 26,269 24,411 97,543 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 62 Device Routing Invert Outlet Devices #1 Primary 943.00' 21.0" Round Culvert L= 72.0' Ke= 0.500 Inlet / Outlet Invert= 943.00'/ 942.78' S= 0.0031 T Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Device 1 943.00' 6.0" Vert. Orif icelG rate C=0.600 Limited to weir flow at low heads #3 Device 1 944.38' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 945.61' 1.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=15.30 cfs @ 13.04 hrs HW=947.33' (Free Discharge) t1=Culvert (Passes 15.30 cfs of 20.13 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.91 cfs @ 9.72 fps) 3=OrificelGrate (Orifice Controls 5.92 cfs @ 7.53 fps) =Broad -Crested Rectangular Weir (Weir Controls 7.47 cfs @ 4.35 fps) Summary for Pond RD 1: Inflow Area = 0.897 ac,100.00% Impervious, Inflow Depth = 6.63" for 100 -Year event Inflow = 8.65 cfs @ 12.14 hrs, Volume= 0.496 of Outflow = 8.65 cfs @ 12.14 hrs, Volume= 0.496 af, Atten= 0%, Lag= 0.0 min Primary = 8.65 cfs @ 12.14 hrs, Volume= 0.496 of Routed to Pond CB/MH 1 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 953.71'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 951.40' 16.0" Round Culvert L=145.0' Ke= 0.500 Inlet / Outlet Invert= 951.40'/ 948.63' S= 0.0191 '/' Cc= 0.900 n= 0.012, Flow Area= 1.40 sf Primary OutFlow Max=8.38 cfs @ 12.14 hrs HW=953.62' (Free Discharge) L9=Culvert (Inlet Controls 8.38 cfs @ 6.00 fps) Summary for Pond RD 2: Inflow Area = 0.901 ac,100.00% Impervious, Inflow Depth = 6.63" for 100 -Year event Inflow = 8.70 cfs @ 12.14 hrs, Volume= 0.498 of Outflow = 8.70 cfs @ 12.14 hrs, Volume= 0.498 af, Atten= 0%, Lag= 0.0 min Primary = 8.70 cfs @ 12.14 hrs, Volume= 0.498 of Routed to Pond CB/MH 7 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 956.73'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 954.40' 16.0" Round Culvert L= 73.0' Ke= 0.500 Inlet / Outlet Invert= 954.40'/ 952.21' S= 0.0300'/' Cc= 0.900 n= 0.012, Flow Area= 1.40 sf Primary OutFlow Max=8.42 cfs @ 12.14 hrs HW=956.64' (Free Discharge) t1=Culvert (Inlet Controls 8.42 cfs @ 6.03 fps) Summary for Pond RD 3: Inflow Area = 0.887 ac,100.00% Impervious, Inflow Depth = 6.63" for 100 -Year event Inflow = 8.56 cfs @ 12.14 hrs, Volume= 0.490 of Outflow = 8.56 cfs @ 12.14 hrs, Volume= 0.490 af, Atten= 0%, Lag= 0.0 min Primary = 8.56 cfs @ 12.14 hrs, Volume= 0.490 of Routed to Pond CB/MH 18 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87" Prepared by Hakanson Anderson Printed 9/19/2022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Paoe 63 Peak Elev= 956.68'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 954.40' 16.0" Round Culvert L= 71.0' Ke= 0.500 Inlet / Outlet Invert= 954.40'/ 952.27' S= 0.0300 T Cc= 0.900 n= 0.012, Flow Area= 1.40 sf Primary OutFlow Max=8.29 cfs @ 12.14 hrs HW=956.59' (Free Discharge) L1=Culvert (Inlet Controls 8.29 cfs @ 5.94 fps) Summary for Pond RD 4: Inflow Area = 0.882 ac,100.00% Impervious, Inflow Depth = 6.63" for 100 -Year event Inflow = 8.51 cfs @ 12.14 hrs, Volume= 0.488 of Outflow = 8.51 cfs @ 12.14 hrs, Volume= 0.488 af, Atten= 0%, Lag= 0.0 min Primary = 8.51 cfs @ 12.14 hrs, Volume= 0.488 of Routed to Pond CB/MH 13 : Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 953.66'@ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 951.40' 16.0" Round Culvert L=100.0' Ke= 0.500 Inlet/ Outlet Invert= 951.40'/ 948.90' S=0.0250'/' Cc= 0.900 n= 0.012, Flow Area= 1.40 sf Primary OutFlow Max=8.24 cfs @ 12.14 hrs HW=953.57' (Free Discharge) L9=Culvert (Inlet Controls 8.24 cfs @ 5.90 fps) APPENDIX 3 Proposed Conditions (MIDS Calculator Results) Project Information Calculator Version: Version 3: January 2017 Project Name: Wiha Tool User Name / Company Name: Hakanson Anderson Date: September 20, 2022 Project Description: Construction Permit?: Yes Site Information Retention Requirement (inches): 1.1 Site's Zip Code: 55362 Annual Rainfall (inches): 29.2 Phosphorus EMC (mg/1): 0.3 TSS EMC (mg/1): 54.5 Total Site Area Land Cover A Soils B Soils C Soils D Soils Total (acres) (acres) (acres) (acres) (acres) Forest/Open Space - Undisturbed, protected 0 forest/open space or reforested land Managed Turf - disturbed, graded for yards or 4.54 4.54 other turf to be mowed/managed Impervious Area (acres) 7.09 Total Area (acres) 11.63 Site Areas Routed to BMPs Land Cover A Soils B Soils C Soils D Soils Total (acres) (acres) (acres) (acres) (acres) Forest/Open Space - Undisturbed, protected 0 forest/open space or reforested land Managed Turf - disturbed, graded for yards or 4.54 4.54 other turf to be mowed/managed Impervious Area (acres) 7.09 Total Area (acres) 11.63 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 28310 ft3 Volume removed by BMPs towards performance goal: 28310 ft3 Percent volume removed towards performance goal 100 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 16.7393 acre -ft Annual runoff volume removed by BMPs: 15.4334 acre -ft Percent annual runoff volume removed: 92 % Post development annual particulate P load: 7.513 lbs Annual particulate P removed by BMPs: 6.926 lbs Post development annual dissolved P load: 6.147 lbs Annual dissolved P removed by BMPs: 5.667 lbs Percent annual total phosphorus removed: 92 % Post development annual TSS load: 2481.4 lbs Annual TSS removed by BMPs: 2287.8 lbs Percent annual TSS removed: 92 % BMP Summary Performance Goal Summary Annual Volume Summary BMP Volume Volume Volume Volume Volume Load Outflow Percent BMP Name Capacity Recieved Retained Outflow Percent BMP Name From Direct Retained Load Retained (%) BMP Name (ft3) (ft3) (ft3) (ft3) Retained Infiltration Basin 1 29983 28310 28310 0 100 Annual Volume Summary Particulate Phosphorus Summary Load From Volume Volume Load Outflow Direct From Volume Volume Percent BMP Name From Direct Retained Load BMP Name Watershed Upstream Retained outflow Retained Watershed (Ibs) (lbs) (lbs) BMPs (acre -ft) (acre -ft) (%) Infiltration Basin 1 (acre -ft) 0 6.9265 0.5861 92 (acre -ft) Infiltration Basin 1 16.7393 0 15.4334 1.3059 92 Particulate Phosphorus Summary Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (Ibs) (lbs) (lbs) (Ibs) Infiltration Basin 1 7.5126 0 6.9265 0.5861 92 Dissolved Phosphorus Summary TSS Summary Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (Ibs) (Ibs) (Ibs) (Ibs) Infiltration Basin 1 6.1467 0 5.6672 0.4795 92 TSS Summary BMP Schematic In ration Basin } Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (Ibs) (Ibs) (Ibs) (Ibs) Infiltration Basin 1 2481.43 0 2287.85 193.58 92 BMP Schematic In ration Basin } I E CL 6.m 6. m E m 6. m C. CL m m co = a t n Q Q � 4 w 4 � + � a tla u 2 M in o p U7 N N r [fl O > E E)] C �Q cuN O (u U j N r- C7-0 ❑ tlq -0 b m N _n r F C Q Q -0 w -173 N E ❑ m c U 7 E U] w U7 ❑ ❑ (n co n Q Q � 4 w 4 � + � a tla u 2 p U7 0 > E E)] C �Q cuN O (u U j 47 O7 N N M r- C7-0 ❑ tlq -0 b m C3 O 03 Q1 _n r F C Q Q -0 w -173 N E ❑ m c U 7 E 7 ❑ a p QS 6 E w U7 ❑ ❑ n Q Q � 4 w � + N � v tla u APPENDIX 4 Rational Method Storm Sewer Design Calculations Runoff Coefficient Table Atlas 14 Rainfall Intensity Table Wiha Tool Monticello, MN STORM FREQUENCY: 10 YEAR Mannings Roughness Coefficient, n: 0.012 Paved Impervious Area Coefficiet = 0.95 Grass Pervious Area Coefficient = 0.15 STRUCTURE IMPERVIOUS TOTAL RUNOFF AREA AREA (A) COEFFICIENT (acres) (acres) (C) C x A SUM C x A LOCAL UPSTREAM PIPE TIME (min) TOTAL LENGTH (ft) SLOPE (ft/ft) PIPE SIZE (inches) PIPE CAPACITY PIPE VELOCITY FLOWING FULL FLOWING FULL (cfs) (fps) RIM UPSTREAM DOWNSTREAM ELEV. INVERT INVERT FROM TO TC (min) INTENSITY (in/hr) Q (cfs) TC (min) INTENSITY (in/hr) Q (cfs) CB #11 CB/MH #10 0.08 0.10 0.81 0.08 0.08 7.00 6.836 0.54 0.00 7.00 6.836 0.54 120 0.0038 12 2.38 3.04 956.15 953.15 952.69 CB/MH #10 CB/MH #9 0.20 0.23 0.85 0.20 0.28 7.00 6.836 1.35 0.66 7.66 6.564 1.82 120 0.0030 15 3.84 3.13 957.53 952.59 952.23 CB/MH #9 CB/MH #8 0.19 0.22 0.82 0.18 0.77 7.00 6.836 1.25 0.64 8.30 6.300 4.84 128 0.0030 18 6.25 3.53 957.56 952.13 951.75 CB/MH #8 CB/MH #7 0.22 0.26 0.82 0.21 0.98 7.00 6.836 1.44 0.60 8.90 6.053 5.92 100 0.0030 18 6.25 3.53 957.69 951.65 951.35 CB/MH #7 CB/MH #6 0.17 0.20 0.83 0.16 2.00 7.00 6.836 1.11 0.47 9.37 5.860 11.71 149 0.0030 24 13.45 4.28 957.89 951.25 950.80 CB/MH #6 CB/MH #5 0.10 0.12 0.81 0.10 2.09 7.00 6.836 0.66 0.58 9.95 5.621 11.77 38 0.0029 24 13.23 4.21 957.78 950.70 950.59 CB/MH #5 CB/MH #4 0.06 0.08 0.73 0.06 2.15 7.00 6.836 0.39 0.15 10.10 5.579 12.01 131 0.0030 24 13.45 4.28 957.68 950.49 950.10 CB/MH #4 CB/MH #3 0.22 0.33 0.68 0.22 2.38 7.00 6.836 1.53 0.51 10.61 5.473 13.00 120 0.0030 24 13.45 4.28 957.81 950.00 949.64 CB/MH #3 CB/MH #2 0.21 0.32 0.68 0.22 2.60 7.00 6.836 1.50 0.47 11.08 5.375 13.95 295 0.0040 24 15.53 4.94 957.97 949.54 948.36 CB/MH #2 CB/MH #1 0.48 0.70 0.70 0.49 3.09 7.00 6.836 3.37 0.99 12.07 5.207 16.08 189 0.0030 27 18.42 4.63 952.76 947.91 947.34 CB/MH #1 INF BASIN 0.76 0.83 0.88 0.73 7.10 7.00 6.836 5.01 0.68 12.75 5.065 35.95 40 0.0030 36 39.66 5.61 952.63 946.50 946.38 FES #12 CB/MH #9 0.00 2.05 0.15 0.31 0.31 15.00 4.560 1.40 0.00 15.00 4.560 1.40 12 0.0367 15 13.44 10.95 954.00 953.56 ROOF 2 CB/MH #7 0.90 0.90 0.95 0.86 0.86 7.00 6.836 5.85 0.00 7.00 6.836 5.85 73 0.0300 16 14.43 10.33 954.40 952.21 ROOF 1 CB/MH #1 0.90 0.90 0.95 0.85 0.85 7.00 6.836 5.82 0.00 7.00 6.836 5.82 145 0.0191 16 11.51 8.25 951.40 948.63 ROOF 3 (FUTURE) CB/MH #18 (FUTURE) 0.89 0.89 0.95 0.84 0.84 7.00 6.836 5.76 0.00 7.00 6.836 5.76 71 0.0300 16 14.43 10.33 954.40 952.27 CB/MH #18 (FUTURE) CB/MH #17 (FUTURE) 0.02 0.03 0.67 0.02 0.86 7.00 6.836 0.14 0.11 7.11 6.791 5.86 116 0.0030 18 6.25 3.53 956.60 951.79 951.44 CB/MH #17 (FUTURE) CB/MH #16 (FUTURE) 0.28 0.35 0.79 0.28 1.14 7.00 6.836 1.89 0.55 7.66 6.564 7.48 237 0.0050 18 8.06 4.56 957.46 951.33 950.15 CB/MH #16 (FUTURE) CB/MH #15 0.29 0.38 0.77 0.29 1.43 7.00 6.836 1.97 0.87 8.53 6.206 8.86 39 0.0050 20 10.68 4.90 954.00 949.04 948.85 CB/MH #15 CB/MH #14 0.04 0.05 0.74 0.04 1.47 7.00 6.836 0.27 0.13 8.66 6.136 9.01 58 0.0029 21 9.26 3.85 953.60 948.82 948.65 CB/MH #14 CB/MH #13 0.02 0.05 0.43 0.02 1.49 7.00 6.836 0.14 0.25 8.91 6.037 8.99 147 0.0030 21 9.42 3.92 955.26 948.55 948.11 CB/MH #13 CB/MH #1 1 0.07 0.28 0.36 0.10 2.43 7.00 6.836 0.67 0.63 9.54 5.777 14.01 134 0.0050 24 17.37 5.53 954.07 948.01 947.34 ROOF 4 (FUTURE) CB/MH #13 0.88 0.88 0.95 0.84 0.84 7.00 6.836 5.73 0.00 7.00 6.836 5.73 100 0.0250 16 13.17 9.43 951.40 948.90 339518 -Rational Storm Sewer Design.xlsx 3.5.3 DRAINAGE MANUAL August 30, 2000 • The coefficients provided in Table 3.7 are applicable for storms of 5 yr to 10 yr frequencies. Less frequent, higher intensity storms will require a higher coefficient because infiltration and other losses have a proportionally smaller effect on runoff. • As the slope of the drainage basin increases, the selected C value should also increase. This is caused by the fact that as the slope of the drainage area increases, the velocity of overland and channel flow will increase allowing less opportunity for water to infiltrate the ground surface. Thus, more of the rainfall will become runoff from the drainage area. • Consider soil type and infiltration rates when selecting C. Sandy soils infiltrate more resulting in less runoff, while clay soils produce more runoff. • In determining the runoff coefficient (C) values for the drainage area, consider future changes in land use that might occur during the service life of the proposed facility that could result in an inadequate drainage system. • The effects of upstream detention facilities and local stormwater management plans should be taken into account. Table 3.7 Runoff Coefficients for Rational Formula RUNOFF TYPE OF DRAINAGE AREA COEFFICIENT Business Downtown areas 0.70-0.95 Neighborhood areas 0.50-0.70 Residential Single-family areas 0.30-0.50 Multi -units Detached 0.40-0.60 Attached 0.60-0.75 Suburban 0.25-0.40 Apartment dwelling areas 0.50-0.70 Industrial Light areas 0.50-0.80 Heavy areas 0.60-0.90 Parks, cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved Urban Areas 0.10-0.30 Lawns Sandy soil flat, 2% 0.05-0.10 average, 2 - 7% 0.10-0.15 steep, 7% 0.15-0.20 Heavy soil flat, 2% 0.13-0.17 average, 2 - 7% 0.18-0.22 steep, 7% 0.25-0.35 Streets Asphaltic 0.70-0.95 Concrete 0.80-0.95 Brick 0.70-0.85 Drives and walks 0.75-0.85 Roofs 0.75-0.95 Rural Average infiltration rates sandy & gravel soils Cultivated 0.20 Pasture 0.15 Woodlands 0.10 Average infiltration rates; Loams and similar soils with no clay pans Cultivated 0.40 Pasture 0.35 Woodlands 0.30 Below average infiltration rates; heavy clay soils; soils with a clay pans near the surface; shallow soil above impervious rock Cultivated 0.50 Pasture 0.45 Woodlands 0.40 Source: data for urban type drainage areas ASCE, 1960 NOAA Atlas 14, Volume 8, Version 2 ' Location name: Monticello, Minnesota, USA* Latitude: 45.298°, Longitude: -93.7811515- Elevation: 951.42 ft - source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAH, National Weather Service, Silver Spring, Maryland PF tabular I PF_graphical I Maps_&_aerials PF tabular PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 4.50 5.27 6.55 7.66] F --9.-19--]F--' O -A 11.7 13.0 14.7 16.1 5 -min (3.68-5.54) (4.31-6.49) 1 (5.34-8.09) 1 (6.19-9.48) 1 (7.20-11.7) 1 (7.96-13.4) 1 (8.60-15.4) 1 (9.14-17.5) 1 (9.97-20.3) (10.6-22.5) 8.54 3.29 3.86 4.80 5.60 6.73 7.63 9.49 10.8 11.8 10 -min (2.70-4.06) (3.16-4.75) (3.91-5.92) (4.54-6.94) (5.27-8.59) (5.83-9.84) (6.29-11.3) (6.70-12.8) ( 7.30-14.9) (7.76-16.4) 2.68 3.14 3.90 4.56 5.47 6.20 6.95 7.72 8.76 9.58 15 -min (2.19-3.30) (2.56-3.86) (3.18-4.82) (3.69-5.64) (4.28-6.98) (4.74-8.00) (5.12-9.14) (5.44-10.4) (5.94-12.1) (6.31-13.4) 1.81 2.12 --2.-66--]F--3.-11--]F--3.-75-4.25 4.77 5.30 6.03 6.59 30 -min (1.48-2.22) 1 (1.74-2.62) 1 (2.16-3.28) 1 (2.52-3.85) 1 (2.93-4.78) 1 (3.25-5.48) 1 (3.51-6.28) 1 (3.74-7.14) 1 (4.08-8.31) (4.34-9.19) 1.15 F 1.36 1.71 2.02 2.47 2.82 3.19 3.5-8-T-4-.1 2 4.54 60 -min (0.939-1.41) 1 (1.11-1.67) (1.40-2.11) 1 (1.64-2.50) 1 (1.93-3.16) 1 (2.16-3.65) 1 (2.36-4.22) 1 (2.53-4.84) 1 (2.80-5.69) 1 (2.99-6.34) 0.696 0.826 1.05 1.24 1.53 -1.7-6-]F-2.00--]F-2.-26- 2.61 2.90 2 - hr (0.574-0.849)j(0.680-1.01) (0.860-1.28) (1.01-1.53) 1 (1.21-1.95) 1 (1.36-2.26) 1 (1.49-2.63) 1 (1.61-3.03) 1 (1.79-3.59) 1 (1.92-4.01) 0 515 0.612 0.781 0.931 1.15 1.34 1.53 1.73 2.02 2.25 3 -hr (0.427-0.626)j(0.506-0.744) (0.644-0.952)j(0.763-1.14) (0.918-1.47) (1.03-1.71) (1.14-2.00) (1.24-2.32) (1.39-2.77) (1.50-3.11) 0.305 F 0.362 0.461 0.552 0.686 0.799 0.919 1.05 1.23 1.38 6 -hr (0.255-0.368) (0.301-0.436) (0.383-0.557), (0.455-0.669) (O.552-0.868)1(0.625-1.02) (0.693-1.20) (0.757-1.40) J1 (0.853-1.68) 1 (0.926-1.89) 0176 0.207 0.262 0.312 0.387 0.450 0.517 0.590 0.693 0.777 :2 E, (0.148-0.211) (0.174-0.248) (0.219-0.314) (0.259-0.375) (0.314-0.486) (0.355-0.570) (0.393-0.669) (0.429-0.780)1(0.484-0.938)1(0.525-1.0 0101 F 0.118 F 0.149 F 0.176 0.216 0.250 0.286 0.325 0.379 0.423 24 -hr (0.086-0.120) (0.100-0.140) (0.125-0.177) (0.147-0.210) (0.176-0.269) (0.198-0.314) (0.219-0.367) (0.238-0.426) (0.266-0.509) (0.288-0.572) 0.058 0.067 F 0.084 F 0.098 0.119 0.137 0.156 0.175 0.203 0.225 2 -day (0.049-0.068) (0.057-0.079) (0.071-0.099) (0.083-0.116) (0.098-0.147) (0.109-0.170) (0.120-0.197) (0.129-0.228) (0.144-0.270) (0.154-0.302) 0.043 0.049 7 F 0.060 0.069 0.084 0.095 0.108 0.121 0.140 0.155 3 -day (0.037-0.050) (0.042-0.057) (0.051-0.070) (0.059-0.082) (0.069-0.102) (0.077-0.118) (0.084-0.136) (0.090-0.157) (0.100-0.186) (0.107-0.208) 0.034 0.039 7 0.047 0.055 0.066 0.075 0.084 j F 0.095 0.109 7 F 0.121 4 -day 1(0.030-0.040)1(0.034-0.046) (0.040-0.055) (0.047-0.064) (0.054-0.080) (0.060-0.092) (0.065-0.106) (0.070-0.122) (0.078-0.144) (0.084-0.161) 0.023 0.026 0.031 0.036 0.043 0.049 0.055 0.061 0.070 0.077 7 -day (0.020-0.026) (0.022-0.030) (0.027-0.036) (0.031-0.042) (0.036-0.052) (0.040-0.060) (0.043-0.069) (0.046-0.079)11(0.050-0.092)1(0.054-0.1 2) 0.018 0.021 0.025 0.028 0.034 0.038 0.042 0.047 0.053 0.058 10 -day F10 -day (0.016-0.021)j(0.018-0.024) (0.021-0.029) (0.024-0.033) (0.028-0.040) (0.031-0.046) (0.033-0.053) (0.035-0.060)]1(0.038-0.070)1(0.041-0.0 7) 0.012 0.014 0.016 0.018 0.021 0.023 0.026 0.028 0.031 0.034 20 -day F20 -day (0.011-0.014) (0.012-0.016) (0.014-0.018) (0.016-0.021) (0.018-0.025) (0.019-0.028) (0.020-0.031) (0.021-0.035) (0.022-0.040) (0.024-0.044) 0.010 0.011 0.013 0.015 0.017 0.018 0.020 0.021 0.023 0.025 L30 -day 30 -day (0.009-0.011)j(0.010-0.013) (0.011-0.015) (0.013-0.017) (0.014-0.020) (0.015-0.022) (0.016-0.024) (0.016-0.027) (0.017-0.030) (0.018-0.033) 0.008 0.009 0.011 0.012 0.014 0.015 0.016 0.017 0.018 0.019 45 -day (0.007-0.009) (0.008-0.011) (0.010-0.012) (0.011-0.014) (0.011-0.016) (0.012-0.018) (0.013-0.019) (0.013-0.021) (0.013-0.024) (0.014-0.025) 0.007 0.008 0.010 0.011 0.012 0.013 0.014 0.015 0.016 0.017 60 -day (0.007-0.008) (0.007-0.009) (0.009-0.011) (0.009-0.012) (0.010-0.014) (0.011-0.015) (0.011-0.017) (0.011-0.018) (0.012-0.020) (0.012-0.022) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical APPENDIX 5 Proposed Conditions (Infiltration Basin Storage Volume) 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87' Prepared by Hakanson Anderson Printed 9/1912022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 946.00 20,137 0 946.01 20,182 202 946.02 20,227 404 946.03 20,271 606 946.04 20,316 809 946.05 20,361 1,012 946.06 20,406 1,216 946.07 20,451 1,421 946.08 20,495 1,625 946.09 20,540 1,830 946.10 20,585 2,036 946.11 20,630 2,242 946.12 20,674 2,449 946.13 20,719 2,656 946.14 20,764 2,863 946.15 20,809 3,071 946.16 20,854 3,279 946.17 20,898 3,488 946.18 20,943 3,697 946.19 20,988 3,907 946.20 21,033 4,117 946.21 21,078 4,328 946.22 21,122 4,539 946.23 21,167 4,750 946.24 21,212 4,962 946.25 21,257 5,174 946.26 21,302 5,387 946.27 21,346 5,600 946.28 21,391 5,814 946.29 21,436 6,028 946.30 21,481 6,243 946.31 21,525 6,458 946.32 21,570 6,673 946.33 21,615 6,889 946.34 21,660 7,105 946.35 21,705 7,322 946.36 21,749 7,540 946.37 21.794 7.757 946.38 Surface 21,839 7,975 946.39 (cubic -feet) 21,884 8,194 946.40 946.69 21,929 8,413 946.41 23,272 21,973 8,633 946.42 15,426 22,018 8,853 946.43 946.73 22,063 9,073 946.44 23,451 22,108 9,294 946.45 16,362 22,153 9,515 946.46 946.77 22,197 9,737 946.47 23,631 22,242 9,959 946.48 17,306 22,287 10,182 946.49 946.81 22,332 10,405 946.50 23,810 22,377 10,628 946.51 18,257 22,421 10,852 946.52 946.85 22,466 11,077 946.53 23,989 22,511 11,302 946.54 19,214 22,556 11,527 946.55 946.89 22,600 11,753 946.56 24,168 22,645 11,979 946.57 20,179 22,690 12,206 946.58 946.93 22,735 12,433 946.59 24,347 22,780 12,660 946.60 21,151 22,824 12,888 946.61 946.97 22,869 13,117 946.62 24,526 22,914 13,346 946.63 22,131 22,959 13,575 946.64 947.01 23,004 13,805 946.65 24,708 23,048 14,035 946.66 23,117 23,093 14,266 946.67 947.05 23,138 14,497 Stage -Area -Storage for Pond POND -INF: Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 946.68 23,183 14,729 946.69 23,228 14,961 946.70 23,272 15,193 946.71 23,317 15,426 946.72 23,362 15,660 946.73 23,407 15,893 946.74 23,451 16,128 946.75 23,496 16,362 946.76 23,541 16,598 946.77 23,586 16,833 946.78 23,631 17,069 946.79 23,675 17,306 946.80 23,720 17,543 946.81 23,765 17,780 946.82 23,810 18,018 946.83 23,855 18,257 946.84 23,899 18,495 946.85 23,944 18,734 946.86 23,989 18,974 946.87 24,034 19,214 946.88 24,079 19,455 946.89 24,123 19,696 946.90 24,168 19,937 946.91 24,213 20,179 946.92 24,258 20,422 946.93 24,302 20,664 946.94 24,347 20,908 946.95 24,392 21,151 946.96 24,437 21,395 946.97 24,482 21,640 946.98 24,526 21,885 946.99 24,571 22,131 947.00 24,616 22,377 947.01 24,662 22,623 947.02 24,708 22,870 947.03 24,753 23,117 947.04 24,799 23,365 947.05 24,845 23,613 947.06 24,891 23,862 947.07 24,937 24,111 947.08 24,982 24,360 947.09 25,028 24,610 947.10 25,074 24,861 947.11 25,120 25,112 947.12 25,165 25,363 947.13 25,211 25,615 947.14 25,257 25,868 947.15 25,303 26,120 947.16 25,349 26,374 947.17 25,394 26,627 947.18 25,440 26,882 947.19 25,486 27,136 947.20 25,532 27,391 947.21 25,578 27,647 947.22 25,623 27,903 947.23 25,669 28,159 947.24 25,715 28,416 947.25 25,761 28,674 947.26 25,807 28,931 947.27 25,852 29,190 947.28 25,898 29,448 947.29 25,944 29,708 947.30 25,990 29,967 947.31 26,035 30,227 947.32 26,081 30,488 947.33 26,127 30,749 947.34 26,173 31,011 947.35 26,219 31,273 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 947.36 26,264 31,535 947.37 26,310 31,798 947.38 26,356 32,061 947.39 26,402 32,325 947.40 26,448 32,589 947.41 26,493 32,854 947.42 26,539 33,119 947.43 26,585 33,385 947.44 26,631 33,651 947.45 26,677 33,917 947.46 26,722 34,184 947.47 26,768 34,452 947.48 26,814 34,720 947.49 26,860 34,988 947.50 26,906 35,257 947.51 26,951 35,526 947.52 26,997 35,796 947.53 27,043 36,066 947.54 27,089 36,337 947.55 27,134 36,608 947.56 27,180 36,879 947.57 27,226 37,151 947.58 27,272 37,424 947.59 27,318 37,697 947.60 27,363 37,970 947.61 27,409 38,244 947.62 27,455 38,519 947.63 27,501 38,793 947.64 27,547 39,069 947.65 27,592 39,344 947.66 27,638 39,620 947.67 27,684 39,897 947.68 27,730 40,174 947.69 27,776 40,452 947.70 27,821 40,730 947.71 27,867 41,008 947.72 27,913 41,287 947.73 27,959 41,566 947.74 28,004 41,846 947.75 28,050 42,126 947.76 28,096 42,407 947.77 28,142 42,688 947.78 28,188 42,970 947.79 28,233 43,252 947.80 28,279 43,535 947.81 28,325 43,818 947.82 28,371 44,101 947.83 28,417 44,385 947.84 28,462 44,669 947.85 28,508 44,954 947.86 28,554 45,240 947.87 28,600 45,525 947.88 28,646 45,812 947.89 28,691 46,098 947.90 28,737 46,385 947.91 28,783 46,673 947.92 28,829 46,961 947.93 28,874 47,250 947.94 28,920 47,539 947.95 28,966 47,828 947.96 29,012 48,118 947.97 29,058 48,408 947.98 29,103 48,699 947.99 29,149 48,990 948.00 29,195 49,282 948.01 29,242 49,574 948.02 29,289 49,867 948.03 29,335 50,160 339518 -Proposed Conditions (9-20-22) MSE 24 -hr 3 100 -Year Rainfall=6.87' Prepared by Hakanson Anderson Printed 9/1912022 HydroCAD®10.10-7b s/n 01341 @2022 HydroCAD Software Solutions LLC Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 948.04 57,335 29,382 50,454 948.05 57,640 29,429 50,748 948.06 57,945 29,476 51,042 948.07 58,251 29,523 51,337 948.08 58,557 29,569 51,633 948.09 58,864 29,616 51,928 948.10 59,171 29,663 52,225 948.11 59,479 29,710 52,522 948.12 59,787 29,756 52,819 948.13 60,095 29,803 53,117 948.14 60,404 29,850 53,415 948.15 60,714 29,897 53,714 948.16 61,024 29,944 54,013 948.17 61,334 29,990 54,313 948.18 61,645 30,037 54,613 948.19 61,957 30,084 54,914 948.20 62,268 30,131 55,215 948.21 62,581 30,178 55,516 948.22 62,893 30,224 55,818 948.23 63,207 30,271 56,121 948.24 63,520 30,318 56,424 948.25 63,835 30,365 56,727 948.26 Surface 30,412 57,031 948.27 (cubic -feet) 30,458 57,335 948.28 948.73 30,505 57,640 948.29 32,657 30,552 57,945 948.30 72,494 30,599 58,251 948.31 948.77 30,645 58,557 948.32 32,845 30,692 58,864 948.33 73,806 30,739 59,171 948.34 948.81 30,786 59,479 948.35 33,032 30,833 59,787 948.36 75,126 30,879 60,095 948.37 948.85 30,926 60,404 948.38 33,219 30,973 60,714 948.39 76,452 31,020 61,024 948.40 948.89 31,067 61,334 948.41 33,406 31,113 61,645 948.42 77,787 31,160 61,957 948.43 948.93 31,207 62,268 948.44 33,593 31,254 62,581 948.45 79,129 31,301 62,893 948.46 948.97 31,347 63,207 948.47 33,780 31,394 63,520 948.48 80,478 31,441 63,835 948.49 949.01 31,488 64,149 948.50 33,970 31,535 64,464 948.51 81,835 31,581 64,780 948.52 949.05 31,628 65,096 948.53 34,161 31,675 65,413 948.54 83,199 31,722 65,729 948.55 949.09 31,768 66,047 948.56 34,352 31,815 66,365 948.57 84,572 31,862 66,683 948.58 949.13 31,909 67,002 948.59 34,543 31,956 67,321 948.60 85,951 32,002 67,641 948.61 949.17 32,049 67,961 948.62 34,734 32,096 68,282 948.63 87,339 32,143 68,603 948.64 949.21 32,190 68,925 948.65 34,925 32,236 69,247 948.66 88,734 32,283 69,570 948.67 949.25 32,330 69,893 948.68 35,117 32,377 70,216 948.69 90,137 32,424 70,540 948.70 949.29 32,470 70,865 948.71 35,308 32,517 71,190 Stage -Area -Storage for Pond POND -INF: (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 948.72 32,564 71,515 948.73 32,611 71,841 948.74 32,657 72,167 948.75 32,704 72,494 948.76 32,751 72,821 948.77 32,798 73,149 948.78 32,845 73,477 948.79 32,891 73,806 948.80 32,938 74,135 948.81 32,985 74,465 948.82 33,032 74,795 948.83 33,079 75,126 948.84 33,125 75,457 948.85 33,172 75,788 948.86 33,219 76,120 948.87 33,266 76,452 948.88 33,313 76,785 948.89 33,359 77,119 948.90 33,406 77,452 948.91 33,453 77,787 948.92 33,500 78,122 948.93 33,546 78,457 948.94 33,593 78,792 948.95 33,640 79,129 948.96 33,687 79,465 948.97 33,734 79,802 948.98 33,780 80,140 948.99 33,827 80,478 949.00 33,874 80,817 949.01 33,922 81,155 949.02 33,970 81,495 949.03 34,017 81,835 949.04 34,065 82,175 949.05 34,113 82,516 949.06 34,161 82,858 949.07 34,209 83,199 949.08 34,256 83,542 949.09 34,304 83,885 949.10 34,352 84,228 949.11 34,400 84,572 949.12 34,447 84,916 949.13 34,495 85,261 949.14 34,543 85,606 949.15 34,591 85,951 949.16 34,639 86,298 949.17 34,686 86,644 949.18 34,734 86,991 949.19 34,782 87,339 949.20 34,830 87,687 949.21 34,878 88,035 949.22 34,925 88,384 949.23 34,973 88,734 949.24 35,021 89,084 949.25 35,069 89,434 949.26 35,117 89,785 949.27 35,164 90,137 949.28 35,212 90,489 949.29 35,260 90,841 949.30 35,308 91,194 949.31 35,355 91,547 949.32 35,403 91,901 949.33 35,451 92,255 949.34 35,499 92,610 949.35 35,547 92,965 949.36 35,594 93,321 949.37 35,642 93,677 949.38 35,690 94,034 949.39 35,738 94,391 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 949.40 35,786 94,748 949.41 35,833 95,107 949.42 35,881 95,465 949.43 35,929 95,824 949.44 35,977 96,184 949.45 36,025 96,544 949.46 36,072 96,904 949.47 36,120 97,265 949.48 36,168 97,627 949.49 36,216 97,988 949.50 36,264 98,351 949.51 36,311 98,714 949.52 36,359 99,077 949.53 36,407 99,441 949.54 36,455 99,805 949.55 36,502 100,170 949.56 36,550 100,535 949.57 36,598 100,901 949.58 36,646 101,267 949.59 36,694 101,634 949.60 36,741 102,001 949.61 36,789 102,369 949.62 36,837 102,737 949.63 36,885 103,106 949.64 36,933 103,475 949.65 36,980 103,844 949.66 37,028 104,214 949.67 37,076 104,585 949.68 37,124 104,956 949.69 37,172 105,327 949.70 37,219 105,699 949.71 37,267 106,072 949.72 37,315 106,444 949.73 37,363 106,818 949.74 37,410 107,192 949.75 37,458 107,566 949.76 37,506 107,941 949.77 37,554 108,316 949.78 37,602 108,692 949.79 37,649 109,068 949.80 37,697 109,445 949.81 37,745 109,822 949.82 37,793 110,200 949.83 37,841 110,578 949.84 37,888 110,957 949.85 37,936 111,336 949.86 37,984 111,715 949.87 38,032 112,095 949.88 38,080 112,476 949.89 38,127 112,857 949.90 38,175 113,239 949.91 38,223 113,621 949.92 38,271 114,003 949.93 38,318 114,386 949.94 38,366 114,769 949.95 38,414 115,153 949.96 38,462 115,538 949.97 38,510 115,923 949.98 38,557 116,308 949.99 38,605 116,694 950.00 38,653 117,080 APPENDIX 6 Atlas 14 Rainfall Depth Table NOAA Atlas 14, Volume 8, Version 2 Location name: Monticello, Minnesota, USA* Duration Latitude: 45.2983°, Longitude: -93.7902°ME 10 Elevation: 959.98 ft** 50 100 'source: ESRI Maps 500 *' source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES 0.546 F 0.638 Sanja Pence, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin 1.23 NOAH, National Weather Service, Silver Spring, Maryland PF tabular I PF_graiojj a I Maps_&_aerials PF tabular PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration ��� 10 25 50 100 200 500 1000 0.375 0.439 0.546 F 0.638 0.766 0.868 FO.972 1.08 1.23 1.34 5 -min 1(0.307-0.462)1(0.359-0.541)1(0.445-0.67 ) (0.516-0.790) (0.600-0.978) (0.663-1.12) (0.717-1.28) (0.762-1.46) (0.831-1.69) (0.884-1.87) 0.549 0.643 0.800 0.934 1.12 1.27 1.42 1.58-T-1.80 1.96 10 -min 1(0.450-0.676)1(0.526-0.792)1(0.652-0.98 ) (0.756-1.16) (0.878-1.43) (0.971-1.64) (1.05-1.88) (1.12-2.13) (1.22-2.48) 0.670 0.784 0.976 F 1.14 1.37 1.55 F 1.74 1.93 2.19 2.39 154 1(0.548-0.824)1(0.641-0.966)1(0.795-1.20) (0.922-1.41) 1 (1.07-1.75) (1.18-2.00) (1.28-2.29) (1.36-2.60) (1.48-3.02) (1.58-3.34) 0.903 1.06 1.33 F 1.56 1.87 2.13 F 2.38 2.65 3.01 3.29 304 (0.739-1.11) (0.868-1.31) 1 (1.08-1.64 1 (1.26-1.93) 1 (1.47-2.39) (1.62-2.74) (1.76-3.14)_ (1.87-3.57) (2.044.15) (2.17-4.60) 1.15 1.36 1.71 2.02 2.47 2.82 3.19 3.58 4.124.54 60 -min (0.939-1.41) (1.11-1.67) 1 (1.40-2.11 1 (1.64-2.50) 1 (1.93-3.16) (2.16-3.65) (2.36-4.22)_ (2.53-4.84) (2.80-5.69) (2.99-6.34) 1.39 1.65 2.10 2.49 3.06 3.52 4.00 4.52 5.23 5.79 2 -hr (1.15-1.70) (1.36-2.02) (1.72-2.57 1 (2.03-3.06) (2.42-3.89) (2.71-4.53) (2.98-5.26)_ (3.22-6.06) (3.57-7.18) (3.84-8.03) 1.55 71.84 2.35 F 2.80 3.46 4.01 F 4.59 5.21 6.07 6.76 3 -hr (1.28-1.88) (1.52-2.24) (1.93-2.86 1 (2.29-3.42) (2.76-4.40) (3.11-5.14) (3.43-6.01)_ (3.73-6.97) (4.17-8.32) (4.51-9.33) 1.83 72.17 2.76 F 3.30 4.11 4.79 F 5.50 6.28 7.38 8.26 6 -hr (1.53-2.20) (1.80-2.61) (2.29-3.34) (2.73-4.01) (3.30-5.20) (3.74-6.10) (4.15-7.17) (4.53-8.36) (5.11-10.0) (5.54-11.3) 2.13 2.50 3.16 3.76 4.66 5.42 6.23 7.11 8.35 9.36 12 -hr (1.79-2.54) (2.10-2.99) (2.64-3.79) (3.13-4.52) (3.78-5.86) (4.27-6.86) (4.73-8.06) (5.17-9.40) (5.83-11.3) (6.32-12.7) 2.43 2.84 3.57 4.22 5.19 6.01 6.87 7.80 9.10 10.2 24 -hr (2.06-2.88) (2.40-3.37) (3.01-4.24) (3.54-5.04) (4.23-6.46) (4.76-7.53) (5.25-8.80) (5.71-10.2) (6.39-12.2) (6.92-13.7) 2-d ay 2.78 3.23 (2.37-3.27) (2.75-3.80) 4.01 4.71 (3.41-4.73) 1 (3.98-5.57) 5.74 (4.70-7.05) 6.58 7.47 (5.25-8.17) (5.75-9.48) 8.42 (6.20-10.9) 9.75 1 (6.89-13.0) 10.8 (7.41-14.5) F3 4.7y 3.07 3.51 4.29 4.99 6.02 6.87 7.77 8.74 10.1 11.2 (2.63-3.59) (3.01-4.11) (3.66-5.03) (4.23-5.87) (4.96-7.36) (5.51-8.49) (6.01-9.82)_ (6.47-11.3) (7.17-13.4) (7.71-15.0) 3.30 7 3.75 4.54 5.25 6.30 7.17 F 8.10 9.09 10.5 11.6 4�ay (2.84-3.85) (3.22-4.38) (3.89-5.31) (4.47-6.16) (5.21-7.69) (5.78-8.84) (6.29-10.2) j (6.75-11.7) (7.47-13.9) (8.02-15.5) 3.84 74.37 5.28 6.08 7.26 8.22 F 9.24 10.3 11.8 13.0 play (3.32-4.44) (3.77-5.06) (4.55-6.13) (5.21-7.09) (6.03-8.77) (6.66-10.0) (7.20-11.5) 1 (7.69-13.2) (8.45-15.5) (9.03-17.2) 4.33 4.92 5.93 6.80 8.07 9.09 10.2 11.3 12.8 F 14.0 10 -day (3.76-4.99) (4.27-5.67) 1 (5.13-6.85) (5.85-7.90) 1 (6.72-9.68) (7.38-11.0) (7.94-12.6) (8.43-14.3) (9.20-16.7) (9.78-18.5) 5.90 6.59 7.74 8.71 10.1 11.2 12.3 13.4 14.9 16.1 20 -day (5.17-6.74) (5.77-7.53) 1 (6.75-8.87) (7.55-10.0) 1 (8.44-11.9) (9.12-13.4) (9.65-15.0) (10.1-16.9) (10.8-19.3) (11.3-21.1) 7.28 8.09 9.40 10.5 12.0 13.1 14.2 15.4 16.9 18.0 30 -day (6.40-8.27) (7.11-9.20) 1 (8.23-10.7) 1 (9.13-12.0) 1 (10.0-14.1) (10.7-15.6) (11.3-17.4) (11.6-19.2) (12.2-21.7) (12.7-23.5) 9.05 10.1 11.7 13.0 14.8 16.0 17.3 18.5 20.0 21.0 45 -day (8.00-10.2 j (8.90-11.4) 1 (10.3-13.3) 1 (11.4-14.8) 1 (12.4-17.2) (13.2-18.9) (13.7-20.9) (14.0-22.9) (14.5-25.4) (14.9-27.3) 10.6 11.9 13.9 15.4 17.5 18.9 20.3 21.5 23.1 24.1 60 -day (9.37-11.9) (10.5-13.4) (12.2-15.7) (13.6-17.5) (14.7-20.2) (15.6-22.2) (16.1-24.3) (16.3-26.5) (16.8-29.2) (17.1-31.2) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Stormwater Pollution Prevention Plan Owner: for the Wiha Tool Project Location: City of Monticello Wright County Section 11, Township 121, Range 25 Contact: Phone: Email: Contractor: Kinghorn Construction 21830 Industrial Court Rogers, MN 55374 Contact: John Kinghorn Phone: 763-428-8088 Email: johnk@kinghornco.com Engineer: Hakanson Anderson 3601 Thurston Avenue Anoka, MN 55303 Contact: Tim Eggerichs, P.E. Phone: 763-852-0497 Email: time@haa-inc.com Date of Preparation: September 20, 2022 Prepared By: Hakanson Anderson 3601 Thurston Avenue Anoka, Minnesota 55303 Telephone: (763) 427-5860 339518_SWPPP.docx TABLE OF CONTENTS 1. DESCRIPTION.............................................................................................................1 2. LOCATION...............................................................................................................1-2 3. SEQUENCE OF CONSTRUCTION ACTIVITIES .............................................. 2-3 4. SITE CONSIDERATIONS..........................................................................................3 5. CONTROL MEASURES.........................................................................................3-5 6. OTHER POTENTIAL STORMWATER POLLUTANTS ................................... 5-6 7. EROSION CONTROL INSPECTION AND MAINTENANCE .......................... 6-9 8. DEWATERING AND BASIN DRAINING..............................................................10 9. FINAL STABILIZATION/PERMIT TERMINATION.........................................10 10. PLAN AMENDMENTS............................................................................................10 11. STORMWATER MANAGEMENT........................................................................11 12. NON-STORMWATER MANAGEMENT........................................................11-12 13. CONSTRUCTION CHEMICALS AND POLLUTANTS...............................12-13 14. HOUSEKEEPING BMP'S.................................................................................13-14 15. SEED MIXES.............................................................................................................14 16. LONG TERM MAINTENANCE.............................................................................14 FIGURES Figure 1 — Existing Drainage Areas Figure 2 — Proposed Drainage Areas APPENDIX A — Site Development Plans APPENDIX B Design Certifications APPENDIX C General Permit Authorization to Discharge Stormwater Associated with Construction Activity Under the National Pollutant Discharge Elimination System/State Disposal System Program APPENDIX D County Soil Survey Geotechnical Report Atlas 14 Rainfall Depth Table Surface Waters Map TC -1 1.0 DESCRIPTION This project will include commercial development of a 12.9 -acre parcel in the City of Monticello, Minnesota. The work will include clearing and grubbing, site grading and storm sewer, sanitary sewer, watermain, building and parking lot construction and restoration. The total disturbed area for the project will be 12.0 acres, the pre -construction impervious surface area is 0.0 acres and the post -construction impervious surface area, including future improvements, will be 7.1 acres. This Stormwater Pollution Prevention Plan (SWPPP) will satisfy the requirements of the NPDES Construction Stormwater General Permit No. MNR100001 for the State of Minnesota. This SWPPP is designed to (1) identify all potential sources of pollution which may reasonably be expected to affect stormwater discharges from the site; (2) describe the practices to be used to reduce pollutants in stormwater discharges from the site; and (3) assure compliance with the terms and conditions of the NPDES Construction Stormwater General Permit No. MNR100001. The SWPPP will be implemented at the site from the commencement of construction activity until the completion of final stabilization. Stormwater discharges from this site are subject to the City of Monticello and Minnesota Pollution Control Agency (MPCA) requirements. An environmental review, an endangered or threatened species review and an archeological review were not completed for this project. The project will not include any wetland impacts. This project is expected to begin in the spring of 2023 and be substantially completed by fall of 2023. 2.0 LOCATION This project is located on the south side of East 7th Street, between Wright Street and Washington Street, in the City of Monticello. Stormwater from the site drains east to a drainageway that eventually drains through storm sewer to the Mississippi River. A Surface Waters Map is included in Appendix D. The site coordinates are as follows: Latitude: 45.298 Longitude: -93.790 The project is within one mile of the Mississippi River, which is considered a scenic or recreational river segment and restricted water per the MPCA. All requirements of items 23.9, 23.10 and 23.11 of the NPDES Construction Stormwater General Permit apply to this site. Item 23.9 states that "Permittees must immediately initiate stabilization of exposed soil areas, as described in item 8.4, and complete the stabilization within seven (7) calendar days after the construction activity in that portion of the site temporarily or permanently ceases". Page 1 of 14 Item 23. 10 states that "Permittees must provide a temporary sediment basin as described in Section 14 for common drainage locations that serve an area with five (5) or more acres disturbed at one time". Item 23.11 states that "Permittees must include an undisturbed buffer zone of not less than 100 linear feet from a special water (not including tributaries) and must maintain this buffer zone at all times, both during construction and as a permanent feature post construction, except where a water crossing or other encroachment is necessary to complete the project. Permittees must fully document the circumstance and reasons the buffer encroachment is necessary in the SWPPP and include restoration activities. This permit allows replacement of existing impervious surface within the buffer. Permittees must minimize all potential water quality, scenic and other environmental impacts of these exceptions by the use of additional or redundant BMPs and must document this in the SWPPP for the project". The Mississippi River is also an impaired water, but the impairments are considerd non - construction related and do not require any additional best management practices. 3.0 SEQUENCE OF CONSTRUCTION ACTIVITIES The order of construction activities for the project will be as follows: Install perimeter silt fence, as shown on the plans, prior to starting any land disturbing activities. 2. Install inlet protection devices at catch basins off site that receive stormwater runoff from the site. 3. Construct stabilized construction entrance at the proposed construction site access. 4. Clear and grub trees. Remove bituminous pavement and concrete curb and gutter as shown on the plans. 6. Rough grade site. 7. Begin building construction. Install utilities, including, sanitary sewer, storm sewer and watermain. 9. Install inlet protection devices in the catch basins and culvert end protection devices as shown on the plans. 10. Install riprap at pipe outlets within 24 hours of construction. Page 2 of 14 11. Final grade site. 12. Install sediment control logs in the swales as shown on the plans. 13. Construct parking lot with aggregate base, concrete curb and gutter and bituminous pavement. 14. Restore and stabilize disturbed areas with sod or seed and either hydraulic mulch or rolled erosion prevention. A restoration plan is included in the construction plans. 15. Complete grading of infiltration basin, stabilize bottom and sides of the basin with seed mix 33-261 and either hydraulic mulch or rolled erosion prevention as shown on the plans. Place sediment control log at the bottom of the infiltration basin after completion of grading as shown on the plans. 16. Remove silt fence, sediment control logs and any other erosion or sediment control devices after final stabilization. 4.0 SITE CONSIDERATIONS 4.1 Areas of Concern: a) Generation of dust. b) Tracking onto existing roads. C) Washouts around perimeter of pond. d) Discharge into surface waters. 5.0 CONTROL MEASURES 5.1 Areas of Concern: a) Generation of dust: i) Dust control may become necessary. Water trucks may be required if dust control is needed. b) Tracking onto existing roads: i) Construction site entrances/exits must be inspected for evidence of sediment tracking onto paved surfaces. Tracked sediment shall be removed from paved surfaces within 24 hours. C) Washouts around perimeter of pond: i) Temporary erosion protection or permanent cover shall be provided around the ponds shall be within seven calendar days after the construction activity in that portion of the site temporarily or permanently ceases. Page 3 of 14 d) Discharge to surface waters: i) Any temporary or permanent ditch or Swale that drains water from any portion of the construction site must be stabilized within 200 lineal feet from the property edge or from the point of discharge into any surface water. Stabilization of the last 200 lineal feet must be completed within 24 hours after connecting to a surface water. 5.2 Standard Control Measures a) Stabilized Construction Entrance — A stabilized construction entrance shall be constructed at the proposed entrance and exit points for all construction vehicles. A detail for the stabilized construction entrance is shown on the plans. b) Silt Fence — Silt fence is designed as a temporary sediment barrier consisting of a filter fabric attached to support posts. The silt fence detail is shown on the plans. C) Sediment Control Logs — Sediment control logs are designed as a temporary sediment barrier consisting of a geotextile sock filled with material that stormwater filters through. A sediment control log detail is shown on the plans. d) Finished Grade Slopes — Most of the site will be graded with 4:1 slopes or flatter. The flatter slopes will provide a less erosive surface. All disturbed areas, as shown on the construction plans, will be covered with either sod, rolled erosion prevention or hydraulic mulch. Site restoration is shown on the plans. e) Restoration — All exposed soil areas must be stabilized immediately to limit soil erosion but in no case later than 7 days after the construction activity in that portion of the site has temporarily or permanently ceased. All disturbed areas, unless otherwise noted on the plans, require topsoil, fertilizer and either sod or seed and either rolled erosion prevention or hydraulic mulch. The type and application rates for fertilizer, seed and hydraulic mulch are shown on the plans. Temporary seeding and Type 1, disc anchored, mulch may be required based on contractor's operations. The type and application rate for the temporary seeding and mulch are included in the Mn/DOT specifications. f) Inlet Protection — All inlets shall be protected until the site has been stabilized. Page 4 of 14 g) Temporary Stockpiles — All site stockpiles must have silt fence or other effective sediment controls, and cannot be placed in any natural buffers or surface waters, including stormwater conveyances such as curb and gutter systems or conduits and ditches unless there is a bypass inplace for this stormwater. h) Horizontal Cat Tracking — Horizontal Cat Tracking shall be utilized on slopes as a Best Management Practice (BMP). i) Riprap — Riprap shall be placed on the downstream ends of all flared end sections. 6.0 OTHER POTENTIAL STORMWATER POLLUTANTS Potential pollutant sources, including construction and waste materials, used or stored at the site are described in this section. By implementation of these BMPs these potential pollutant sources are not reasonably expected to affect the stormwater discharges from the site. a) Storage, Handling, and Disposal of Construction Products, Materials, and Wastes: The Permittee(s) shall comply with the following to minimize the exposure to stormwater of any of the products, materials, or wastes. Products or wastes which are either not a source of contamination to stormwater or are designed to be exposed to stormwater are not held to this requirement: Building products that have the potential to leach pollutants must be under cover (e.g., plastic sheeting or temporary roofs) to prevent the discharge of pollutants or protected by a similarly effective means designed to minimize contact with stormwater. ii. Pesticides, herbicides, insecticides, fertilizers, treatment chemicals, and landscape materials must be under cover (e.g., plastic sheeting or temporary roofs) to prevent the discharge of pollutants or protected by similarly effective means designed to minimize contact with stormwater. iii. Hazardous materials, toxic waste, (including oil, diesel fuel, gasoline, hydraulic fluids, paint solvents, petroleum-based products, wood preservatives, additives, curing compounds, and acids) must be properly stored in sealed containers to prevent spills, leaks or other discharge. Restricted access storage areas must be provided to prevent vandalism. Storage and disposal of hazardous waste or hazardous materials must be in compliance with Minn. R. ch. 7045 including secondary containment as applicable. Page 5 of 14 iv. Solid waste must be stored, collected and disposed of properly in compliance with Minn. R. ch. 7035. V. Portable toilets must be positioned so that they are secure and will not be tipped or knocked over. Sanitary waste must be disposed of properly in accordance with Minn. R. ch. 7041. b) Fueling and Maintenance of Equipment or Vehicles; Spill Prevention and Response: The Permittee(s) shall 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 of drip pans or absorbents unless infeasible. The Permittee(s) must conduct fueling in a contained area unless infeasible. The Permittee(s) must ensure adequate supplies are available tall times to clean up discharged materials and that an appropriate disposal method is available for recovered spilled materials. The Permittee(s) must report and clean up spills immediately as required by Minn. Stat. § 115.061, using dry clean up measures where possible. c) Vehicle and equipment washing: If the Permittee(s) wash the exterior of vehicles or equipment on the project site, washing must be limited to a defined area of the site. Runoff from the washing area must be contained in a sediment basin or other similarly effective controls and waste from the washing activity must be properly disposed of. The Permittee(s) must properly use and store soaps, detergents, or solvents. No engine degreasing is allowed on site. d) Concrete and other washout waste: The Permittee(s) must provide effective containment for all liquid and solid wastes generated by washout operations (concrete, stucco, paint, form release oils, curing compounds and other construction materials) related to the construction activity. The liquid and solid washout wastes must not contact the ground, and the containment must be designed so that it does not result in runoff from the washout operations or areas. Liquid and solid wastes must be disposed of properly and in compliance with MPCA rules. A sign must be installed adjacent to each washout facility that requires site personnel to utilize the proper facilities for disposal of concrete and other washout wastes. 7.0 EROSION CONTROL INSPECTION AND MAINTENANCE a) The Permittee(s) must ensure that a trained person (as identified in item 21.2.b) will routinely inspect the entire construction site at least once every seven (7) days during active construction and within 24 hours after a rainfall event greater than 0.5 inches in 24 hours. Following an inspection that occurs within 24 hours after a rainfall event, the next inspection must be conducted within seven (7) days after the rainfall event. Page 6 of 14 b) The individual responsible for maintenance and inspection of erosion and sediment control measures for the duration of the project is: John Kinghorn Kinghorn Construction 21830 Industrial Court Rogers, MN 55374 Phone: 763-428-8088 Email: johnk@kinghornco.com c) All inspections and maintenance conducted during construction must be recorded within 24 hours in writing and these records must be retained with the SWPPP in accordance with item 11.11. Records of each inspection and maintenance activity shall include: Date and time of inspections. ii. Name of person(s) conducting inspections. iii. Findings of inspections, including the specific location where corrective actions are needed. iv. Corrective actions taken (including dates, times, and party completing maintenance activities). V. Date and amount of all rainfall events greater than 1/2 inch (0.5 inches) in 24 hours. Rainfall amounts must be obtained by a properly maintained rain gauge installed onsite, a weather station that is within 1 mile of your location or a weather reporting system that provides site specific rainfall data from radar summaries. vi. If any discharge is observed to be occurring during the inspection, a record of all points of the property from which there is a discharge must be made, and the discharge should be described (i.e., color, odor, floating, settled, or suspended solids, foam, oil sheen, and other obvious indicators of pollutants) and photographed. vii. Any amendments to the SWPPP proposed as a result of the inspection must be documented as required in Section 6 within seven (7) calendar days. Page 7 of 14 d) Inspection frequency adjustment i. Where parts of the project site have permanent cover, but work remains on other parts of the site, the Permittee(s) may reduce inspections of the areas with permanent cover to once per month. ii. Where construction sites have permanent cover on all exposed soil areas and no construction activity is occurring anywhere on the site, the site must be inspected during non -frozen ground conditions at least once per month for a period of twelve (12) months. Following the twelfth month of permanent cover and no construction activity, inspections may be terminated until construction activity is once again initiated unless the Permittee(s) is/are notified in writing by the MPCA that erosion issues have been detected at the site and inspections need to resume. iii. Where work has been suspended due to frozen ground conditions, the inspections may be suspended. The required inspections and maintenance schedule must begin within 24 hours after runoff occurs at the site or 24 hours prior to resuming construction, whichever comes first. e) The Permittee(s) is/are responsible for the inspection and maintenance of temporary and permanent water quality management BMPs, as well as all erosion prevention and sediment control BMPs, until another Permittee has obtained coverage under this Permit, or the project has undergone Final Stabilization, and a NOT has been submitted to the MPGA. f) The Permittee(s) must establish additional temporary BMPs as necessary to correct problems identified or to address situations where inspections or investigations indicate the SWPPP is not effective in eliminating or significantly minimizing the discharge of pollutants to surface waters or groundwater or the discharges are causing water quality standard exceedances. g) The Permittee(s) must inspect all erosion prevention and sediment control BMPs and Pollution Prevention Management Measures to ensure integrity and effectiveness during all routine and post -rainfall event inspections. All nonfunctional BMPs must be repaired, replaced, or supplemented with functional BMPs by the end of the next business day after discovery, or as soon as field conditions allow access unless another time frame is specified below. The Permittee(s) must investigate and comply with the following inspection and maintenance requirements: Page 8 of 14 i. All perimeter control devices must be repaired, replaced, or supplemented when they become nonfunctional or the sediment reaches one-half (1/2) of the height of the device. These repairs must be made by the end of the next business day after discovery, or thereafter as soon as field conditions allow access. ii. Temporary and permanent sedimentation basins must be drained and the sediment removed when the depth of sediment collected in the basin reaches one-half (1/2) the storage volume. iii. Surface waters, including drainage ditches and conveyance systems, must be inspected for evidence of erosion and sediment deposition during each inspection. The Permittee(s) must remove all deltas and sediment deposited in surface waters, including drainage ways, catch basins, and other drainage systems, and re -stabilize the areas where sediment removal results in exposed soil. The removal and stabilization must take place within seven (7) days of discovery unless precluded by legal, regulatory, or physical access constraints. The Permittee(s) shall use all reasonable efforts to obtain access. If precluded, removal and stabilization must take place within seven (7) calendar days of obtaining access. The Permittee(s) is/are responsible for contacting all local, regional, state and federal authorities and receiving any applicable permits, prior to conducting any work in surface waters. iv. Construction site vehicle exit locations must be inspected for evidence of off-site sediment tracking onto paved surfaces. Tracked sediment must be removed from all paved surfaces both on and off site within 24 hours of discovery, or if applicable, within a shorter time to comply with item 11.6. V. Streets and other areas adjacent to the project must be inspected for evidence of off-site accumulations of sediment. If sediment is present, it must be removed in a manner and at a frequency sufficient to minimize off-site impacts (e.g., fugitive sediment in streets could be washed into storm sewers by the next rain and/or pose a safety hazard to users of public streets). h) All infiltration areas must be inspected to ensure that no sediment from ongoing construction activity is reaching the infiltration area. All infiltration areas must be inspected to ensure that equipment is not being driven across the infiltration area. Page 9 of 14 8.0 DEWATERING AND BASIN DRAINING All water from dewatering or basin draining activities must be discharged in a manner that does not cause nuisance conditions, erosion in receiving channels or on downstream properties, or inundation in wetlands causing significant adverse impact to the wetland. The contractor shall be responsible for obtaining any permits required for the dewatering activities. 9.0 FINAL STABILIZATION/PERMIT TERMINATION The Contractor must ensure Final Stabilization of the site. Final Stabilization is not complete until all the following requirements are complete: a) All soil disturbing activities at the site have been completed and all soils are stabilized by a uniform perennial vegetative cover with a density of 70 percent of its expected final growth density over the entire pervious surface area, or other equivalent means necessary to prevent soil failure under erosive conditions. b) The permanent stormwater management system is constructed, meets all requirements in Section 15 of the Construction Stormwater General Permit and is operating as designed. Temporary or permanent sedimentation basins that are to be used as permanent water quality management basins have been cleaned of any accumulated sediment. All sediment has been removed from conveyance systems including rip rap and ditches are stabilized with permanent cover. C) All temporary synthetic and structural erosion prevention and sediment control BMPs (such as silt fence) have been removed on the portions of the site for which the Permittee(s) is/are responsible. BMPs designed to decompose on site (such as compost logs) may be left in place. d) Contractor shall remove accumulated sediment from the storm sewer system and the infiltration basin. e) The Contactor shall submit the Notice of Termination to the MPCA once final stabilization is complete. 10.0 PLAN AMENDMENTS The SWPPP will be amended if there is a change in design, construction, operation, maintenance, weather or seasonal conditions that has a significant impact on the discharge to surface waters or underground waters. The Plan will also be amended if it is proven to be inadequate in controlling pollutants in stormwater discharges due to construction activities. Page 10 of 14 11.0 STORMWATER MANAGEMENT Figure 1 shows the existing drainage area and Figure 2 shows the proposed drainage areas for the site. The anticipated rainfall amounts for the site are included in Appendix D. An effort has been made to account for all stormwater leaving the site. Most of the site's runoff will be collected and drain to an infiltration basin. Those areas where stormwater cannot be collected shall have the necessary temporary measures employed to reduce the risk of erosion and sediment contamination until permanent vegetative cover can be established. As required by the City of Monticello, a volume equal to 1.1 -inches of runoff from the new impervious surfaces will be infiltrated on site. To meet this requirement an infiltration basin will be constructed. The total new and future impervious surface area is 309,867 square feet, which will require that 28,404 cubic feet of stormwater be infiltrated in the infiltration basin. The proposed basin will provide an infiltration volume of 29,967 cubic feet. The infiltration volume will reach a depth of 1.3 feet and, assuming an infiltration rate of 0.45 inches/hour, the infiltration volume will infiltrate within 48 hours. The infiltration basin must not be excavated to final grade, or within three feet of final grade, until the contributing drainage area has been constructed and fully stabilized unless great care is taken during the construction of the infiltration systems to protect the area from erosion and sediment. Diversion berms or other devices shall be used to keep runoff and sediment away from the infiltration areas. Heavy equipment will not be allowed in the infiltration areas. All work shall be performed with low pressure track type equipment. 12.0 NON-STORMWATER MANAGEMENT Non-stormwater discharges will be eliminated or reduced to the extent feasible, with the exception to those necessary for the completion of certain construction activities. Authorized non-stormwater discharges from this site include: a) Water used for dust control purposes. b) Uncontaminated groundwater or spring water. C) Uncontaminated excavation dewatering. d) Pumping of detention basins or de -silting basins after rain events (using proper filtering devices per the General Permit Requirements). e) Street Cleaning (where permitted). These authorized non-stormwater discharges will be conducted in accordance with the requirement of the NPDES Phase 2 permit, and every effort will be made to minimize non - Page 11 of 14 stormwater runoff from these site activities. Non-stormwater discharges will be directed to treatment ponds whenever possible. 13.0 CONSTRUCTION CHEMICALS AND POLLUTANTS 13.1 SPILL PREVENTION The following are the material management practices that will be used to reduce the risk of spills or other accidental exposure of materials and substances to stormwater runoff: a) An effort will be made to store only enough product to do the required job. b) All materials stored on site shall be stored in a neat and orderly manner. C) All products shall be kept in their original container, with the original labels still attached, unless the containers are not re -sealable. d) Substances shall not be mixed with one another unless recommended by the manufacturer. e) Whenever possible, all of a product shall be used up before disposing of the container. f) Manufacturer's recommendations for proper disposal shall be followed. g) The site superintendent will routinely inspect the site to ensure proper disposal of all on site materials. Fertilizers: Fertilizers shall be applied only in minimum amounts as recommended by the manufacturer. Once applied, the fertilizer will be worked into the soil to limit the exposure to transient surface waters. Paints: All containers will be tightly sealed and stored when not required for use. Excess paint shall be properly disposed of in accordance with local regulations. Concrete Trucks: Concrete trucks (all construction equipment) will only be allowed to wash out in designated discharge areas. Product Specific Practices — Petroleum Products: All onsite vehicles and equipment will be monitored for leaks and receive regular preventative maintenance to reduce the chance of leakage. Petroleum products will be stored in a tightly sealed container, which is clearly labeled. Any asphalt substances used onsite will be applied according to the manufacturer's recommendations. Page 12 of 14 13.2 SPILL CONTROL PRACTICES Spill Control Practices — a) All spills will be cleaned up immediately after discovery, in accordance with the manufacturer's recommended methods. b) The spill area will be kept well ventilated. C) Spills of toxic or hazardous materials will be reported to the appropriate agencies. d) A log of the spill type, location, date and time will be created by the job superintendent. The spill prevention plan will be adjusted to include measures to prevent this type of spill from occurring. 14.0 HOUSEKEEPING BMP'S a) Vehicle and equipment maintenance and repair activities at the site shall be performed in designated control areas. b) Solid materials, including building materials, garbage and debris shall be cleaned up daily and properly disposed of to prevent the discharge of these materials to surface waters or to storm drains. C) Equipment washout areas shall be provided on site. Equipment wash water shall be controlled to prevent unauthorized dry weather discharges and to avoid mixing with stormwater. d) Construction materials and chemicals used or stored on-site shall be kept in small quantities whenever possible. When not in use, they shall be stored in sealed containers and under cover to prevent direct contact with stormwater. Any inadvertent spills shall be cleaned up immediately upon discovery and the materials will be disposed of in accordance with local, state and federal requirements. e) Vehicle fueling shall be conducted in a location away from access to surface waters whenever practicable. On-site fuel storage tanks other than approved portable fuel containers such as gasoline cans, shall have a means of secondary containment and shall be located, whenever practicable, undercover. Any inadvertent spills shall be cleaned up immediately upon discovery and the materials will be disposed of in accordance with local, state and federal requirements. f) Portable toilets shall be provided onsite. Toilets shall be placed in an area to avoid tipping. Disposal of sanitary waste shall be per Minnesota Rules. Page 13 of 14 g) Strips of mature vegetation shall be preserved whenever possible. h) Clearing and grubbing material shall be chipped up and used for erosion control whenever possible. 15.0 SEED MIXES The site will be seeded with MN/DOT seed mixes 25-131 and 33-261 as shown on the plans. Temporary MN/DOT seed mix 21-111 shall be used as construction practices dictate. Seeding application rates are shown on the plans and in the Mn/DOT specifications. 16. LONG TERM MAINTENANCE The property owner is responsible for the long term maintenance of the stormwater collection and treatment systems for this project. Page 14 of 14 FIGURES Figure 1 — Existing Drainage Areas Figure 2 — Proposed Drainage Areas \\ s: 7TH STREET I V p �grl - I, - J56�� I- — -- 95 — ____— __— _ —_—'— / I I � I I LEGEND E -X SUBCATCHMENT NUMBER 1 DRAINAGE BOUNDARY DRAINAGE ARROW EXISTING IMPERVIOUS SURFACE Hakonson Anderson FIGURE 1 Civil Engineers and Land Surveyors ea 3601 Tha,:ran Ave., Anoka, Minnesota 55303 WIHA TOOL DRAINAGE AREAS 763-427-5860 FAX 763-427-0520 g ' www.h.k.nson-anderson.com EXISTING CONDITIONS I \ T � I I I 1/\\ I i i jl i E 2 i i E-1 I �� I % 11 II ill III T II I I I I I T n I � 1 1 1 I i I / I - I, - J56�� I- — -- 95 — ____— __— _ —_—'— / I I � I I LEGEND E -X SUBCATCHMENT NUMBER 1 DRAINAGE BOUNDARY DRAINAGE ARROW EXISTING IMPERVIOUS SURFACE Hakonson Anderson FIGURE 1 Civil Engineers and Land Surveyors ea 3601 Tha,:ran Ave., Anoka, Minnesota 55303 WIHA TOOL DRAINAGE AREAS 763-427-5860 FAX 763-427-0520 g ' www.h.k.nson-anderson.com EXISTING CONDITIONS APPENDIX A Site Development Plans c K s C WIHA TOOL SITE DEVELOPMENT PLANS FOR KINGHORN CONSTRUCTION IN THE CITY OF MONTICELLO I-ImAnderson Hakanson Civil Engineers and Land Surveyors 3601 Thurston Ave., Anoka, Minnesota 55303 763-427-5860 FAX 763-427-0520 ZEN P 1J THE SUBSURFACE UTILITY INFORMATION IN THIS PLAN IS UTILITY QUALITY LEVEL D. THIS QUALITY LEVEL WAS DETERMINED ACCORDING TO THE GUIDELINES OF CI/ASCE 38-02, ENTITLED "STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING SUBSURFACE UTILITY DATA." yN\T` fRSTgT\ l� 9q BENCHMARKS: 1. TOP NUT OF HYDRANT IN THE NORTHEAST QUADRANT OF WRIGHT STREET AND 7TH STREET. ELEV=956.90 2. TOP NUT OF HYDRANT IN THE NORTHEAST QUADRANT OF RAMSEY STREET AND 7TH STREET. ELEV=956.27 LII WRIGHT COUNTY, MINNESOTA l� GOVERNING SPECIFICATIONS THE 2020 EDITION OF THE MINNESOTA DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATIONS FOR CONSTRUCTION" SHALL GOVERN FOR STORM SEWER AND PARKING LOT WORK. THE 2018 EDITION OF THE CITY ENGINEER'S ASSOCIATION OF MINNESOTA "STANDARD SPECIFICATIONS" SHALL GOVERN FOR SANITARY SEWER AND WATERMAIN WORK. ALL FEDERAL, STATE AND LOCAL LAWS, REGULATIONS, AND ORDINANCES SHALL BE COMPLIED WITH IN THE CONSTRUCTION OF THIS PROJECT. ALL TRAFFIC CONTROL DEVICES AND SIGNING SHALL CONFORM TO THE LATEST EDTION OF THE MINNESOTA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, INCLUDING THE LATEST FIELD MANUAL FOR TEMPORARY TRAFFIC CONTROL ZONE LAYOUTS. SHEETINDEX THIS PLAN CONTAINS 14 SHEETS SHEET NO DESCRIPTION C1 TITLE SHEET C2 CONSTRUCTION NOTES, PROJECT LEGEND, DETAILS AND TABULATIONS C3—C6 DETAILS C7 EXISTING TOPOGRAPHY AND REMOVALS PLAN C8 GRADING, DRAINAGE AND SEDIMENT CONTROL PLAN C9 STAKING PLAN C10 PEDESTRIAN RAMP STAKING PLAN C11 UTILITY PLAN C12 PAVING AND RESTORATION PUN L1 LANDSCAPE PLAN L2 LANDSCAPE DETAILS & SPECIFICATIONS S—E IN FE hereby certify that this plan, specification, or report was prepared by m under my direct supervision and that I a a duly Licensed Professional Engineer under th laws of the State of Minnesota. 43362 DATE 9/20/22 TIMOTHY A. EGGERIH P.. LIC. NO. HAKANSON ANDERS DESIGN ENGINEER SHEET C1 OF C12 SHEETSI GENERAL CONSTRUCTION AND SOILS NOTES: 1. CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 2020 EDITION OF THE MINNESOTA DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATIONS FOR CONSTRUCTION". 2. STRIP ALL INPLACE TOPSOIL IN AREAS TO BE DISTURBED BY CONSTRUCTION AND REUSE AS SLOPE DRESSING. IN AREAS OF PARKING LOT AND BUILDING CONSTRUCTION, THE EXPOSED SOIL SHALL BE SURFACE COMPACTED TO AT LEAST 100% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY, ASTM D698. IN AT LEAST THE UPPER 3 FEET. 3. UNLESS OTHERWISE RECOMMENDED IN THESE PLANS. THE GRADING SUBGRADE SHALL BE CONSTRUCTED OF SUITABLE GRADING MATERIAL. THE FILL SHALL BE PLACED IN B" LOOSE LIFTS, AND COMPACTED TO 100% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY. 4. SUITABLE GRADING MATERIAL FOR THIS PROJECT SHALL CONSIST OF ALL SOILS ENCOUNTERED WITH THE EXCEPTION OF TOPSOIL, SILT, DEBRIS, ORGANIC MATERIAL AND OTHER UNSTABLE MATERIAL. 5. CONTRACTOR SHALL REVIEW THE GEOTECHNICAL EVALUATION REPORT, PREPARED BY AMERICAN ENGINEERING TESTING AND DATED JUNE 27, 2022, FOR ADDITIONAL SITE PREPARATION REQUIREMENTS. 6. PROVIDE A SAW CUT WHEN PLACING NEW PAVEMENT ADJACENT TO INPLACE PAVEMENT AND AT TERMINI OF CONSTRUCTION TO ENSURE A UNIFORM JOINT. 7. BITUMINOUS AND CONCRETE ITEMS DISTURBED BY CONSTRUCTION SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE DISPOSED OF IN ACCORDANCE WITH MN/DOT SPEC. 2104. 8. USE TACK COAT BETWEEN ALL BITUMINOUS MIXTURES. THE BITUMINOUS TACK COAT MATERIAL SHALL BE APPLIED AT A UNIFORM RATE OF 0.04 GAL/SY TO 0.06 GAL/SY BETWEEN BITUMINOUS LAYERS. THE APPLICATION RATES ARE FOR UNDILUTED EMULSIONS. 9. THE BITUMINOUS MIXTURES SHALL MEET THE REQUIREMENTS OF SPECIFICATIONS 2360 AND 3139. 10. CONTRACTOR SHALL APPLY FOR A DEPARTMENT OF LABOR AND INDUSTRY PERMIT PRIOR TO CONSTRUCTING ANY UNDERGROUND UTILITIES SHOWN ON THESE PUNS. CONTRACTOR SHALL ADDRESS ALL THE COMMENTS FROM THE DEPARTMENT OF LABOR AND INDUSTRY AS PART OF THE PERMIT APPLICATION PROCESS. 11. ALL DISTURBED AREAS SHALL BE RESTORED WITH 4" OF TOPSOIL AND EITHER SEED OR SOD. SEE THE PAVING AND RESTORATION PLAN FOR ADDITIONAL REQUIREMENTS. 12. ALL CONSTRUCTION SHALL CONFORM TO THE CITY'S GENERAL SPECIFICATIONS AND STANDARD DETAIL PLATES FOR STREET AND UTILITY CONSTRUCTION, DATED APRIL 2017, LOCATED ON THE CITY'S WEBSITE, ENGINEERING DEPARTMENT. GENERAL EROSION CONTROL NOTES: 1. EROSION CONTROL SHALL CONFORM TO THE MN/DOT EROSION CONTROL HANDBOOK. 2. PRIOR TO ANY CONSTRUCTION ACTIVITIES, THE CONTRACTOR SHALL ACQUIRE THE MPCA NPDES CONSTRUCTION STORMWATER GENERAL PERMIT. 3. THE CONTRACTOR SHALL INSTALL EROSION AND SEDIMENT CONTROL FACILITIES (BMP'S) PRIOR TO GRADING AND REMOVAL ACTIVITIES. BMP'S SHALL BE MAINTAINED FOR THE DURATION OF CONSTRUCTION ACTIVITIES AND POTENTIAL FOR EROSION HAS PASSED. 4. THE CONTRACTOR SHALL SCHEDULE HIS OPERATION TO MINIMIZE THE AMOUNT OF DISTURBED AREA AT ANY GIVEN TIME. 5. BMP'S SHALL BE INSPECTED DAILY BY THE CONTRACTOR. OBSERVATIONS SHALL BE RECORDED IN AN INSPECTION LOG. 6. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE PROPERLY DISPOSED OF WITHIN THIRTY (30) DAYS AFTER FINAL SITE STABILIZATION. 7. THE CONTRACTOR SHALL FILE A NOTICE OF TERMINATION WITH THE MPCA AFTER FINAL STABILIZATION HAS BEEN APPROVED. REFERENCE NOTES: 1Q CONTRACTOR SHALL PROTECT THE INFILTRATION BASIN WITH 48" HIGH ORANGE SAFETY FENCE PRIOR TO THE START OF CONSTRUCTION. 02 CONSTRUCTION EQUIPMENT SHALL BE MINIMIZED OVER THE FOOTPRINT OF THE BASIN. ONLY LOW PRESSURE, WIDE TRACKED EQUIPMENT SHALL BE USED FOR CONSTRUCTION. Q3 INFILTRATION BASIN SHALL NOT BE GRADED TO WITHIN THREE FEET OF THE FINAL GRADES UNTIL THE CONTRIBUTING DRAINAGE AREA HAS BEEN CONSTRUCTED AND FULLY STABILIZED OR RIGOROUS EROSION PREVENTION AND SEDIMENT CONTROLS, SUCH AS DIVERSION BERMS, TO KEEP SEDIMENT AND RUNOFF COMPLETELY AWAY FROM THE INFILTRATION BASIN HAVE BEEN PROVIDED. RD UTILITY PEDESTALS b EXISTING HYDRANT EXISTING WATERMAIN VALVE © EXISTING SANITARY SEWER MANHOLE B EXISTING STORM SEWER MANHOLE ® EXISTING CATCH BASINS 0 PROPOSED CATCH BASIN 0 PROPOSED OUTLET CONTROL STRUCTURE d PROPOSED FLARED END SECTION 0 LIGHT POLE 4 SIGN DECIDUOUS AND CONIFEROUS TREES APPROXIMATE SOIL BORING LOCATION SB -X eXms—DETAIL NUMBER X l SHEET NUMBER ERDSIDN Ano sEaAmITEONTRaLQOANrma RFM LEGEND — - — - - — PROPERTY LINE SOU TxPE L1WH EASEMENT LINE ----xxX--------- EXISTING CONTOUR xxx PROPOSED CONTOUR -----------_'_'_'_''_'_'_''_'_'_''_'_'_'_'_'_`_'_'_'_ EXISTING CONCRETE CURB 3EE0Huw KIiim PROPOSED CONCRETE CURB 32018SIACRE GAS MAIN P -BUR BURIED ELECTRIC LINE T -BUR BURIED TELEPHONE LINE FO -BUR BURIED FIBER OPTIC LINE — P -OH P -ON OVERHEAD ELECTRIC LINE TYPESMIA01MATEMIL IUIE FOR TEMPORARY STANUZADON, IF NEQSSAR FENCE — EXISTING SANITARY SEWER —»—»—»—» EXISTING STORM SEWER IIaD195fAC1E EXISTING WATERMAIN — PROPOSED SANITARY SEWER — PROPOSED STORM SEWER PROPOSED WATERMAIN A TREE DRIPLINE/EDGE OF BRUSH EROMDN PRPOEFFVON CATEPDFY 105 EXISTING BITUMINOUS PAVEMENT a EXISTING CONCRETE PAVEMENT RD UTILITY PEDESTALS b EXISTING HYDRANT EXISTING WATERMAIN VALVE © EXISTING SANITARY SEWER MANHOLE B EXISTING STORM SEWER MANHOLE ® EXISTING CATCH BASINS 0 PROPOSED CATCH BASIN 0 PROPOSED OUTLET CONTROL STRUCTURE d PROPOSED FLARED END SECTION 0 LIGHT POLE 4 SIGN DECIDUOUS AND CONIFEROUS TREES APPROXIMATE SOIL BORING LOCATION SB -X eXms—DETAIL NUMBER X l SHEET NUMBER ERDSIDN Ano sEaAmITEONTRaLQOANrma RFM MNIWT SPIT]FNill1OH A UiTION PATE AAPR�KIALRIE QUANTITY SOU TxPE L1WH 25]563RT8 NIA AIUPTR19 SEED AYXfURE x1-111 IUSE FOR TENVIDGARY 5TASIU7ATION, 1F NELESSM 35TSA 3876 IO U151ACRE 500LBS 3EE0Huw KIiim 3575!%3676 32018SIACRE 11MLIS SEEDMMXRUBE 33261 3575638% MLWACRE 40 LDS FERTILIZER F&EI 757463861 XOLOSIACAE 2196 LOS TYPESMIA01MATEMIL IUIE FOR TEMPORARY STANUZADON, IF NEQSSAR 75]539861 2TONWACRE 30TONS NIORAWE>,1uC11MUTRIX L IIaD195fAC1E unclesSTORM DRAIN INLET PAOTECnDN NIA ISEACHN A 3 EACHRODEO EROMDN PRPOEFFVON CATEPDFY 105 NA 8 SQYDROUFL EROSFON PREVENTION CATE60RY45'i NA MWA SummSILT FENCE 6 N A AIDI IN KSEOIA4NTCD TRQXLOOS sIFAW 97 N A ISDI MN FTRAROOM RIPRAp (IA5511I 0/ A 3A2 CV YDCONSTRUCTION ENTRANa A 1Li1MP511M 041m w BOTTOM OF BASIN=946.0 CONTRACTOR SHALL REMOVE ANY ORGANIC SOIL IN THE INFILTRATION AREA AND REPLACE WITH SIMILAR NATIVE SOILS. COMPACTION SHALL BE MINIMIZED TO THE MAXIMUM EXTENT PRACTICAL. MN/DOT T INFILTRATION BASIN(Dal) C2 xo scut If'IF'TiQTH SLEEVE FILTER POLYESTER SLEEVE 1j ASSEMBLY ASSEMBLY Qf MANHOLE COVER MANHOLE COVER ASSEMBLY T� ASSEMBLY ♦ / - �`x?x..�V�vA� - '� MANHOLE ISOMETRIC VIEW IN-PLACE ELEVATION VIEW 2 STORM DRAIN INLET PROTECTION C2 PRE -CURB POST LENGTH, 5 F. MIN. AT 6 FT. MAX. SPACING PLASTIC ZIP TIES (50LB TENSILE) LOCATED IN TOP 8" DIRECTION OF GEOTEXTILE FABRIC, 36" WIDTH RUNS o� MACHINE SLICE 8"-12" DEPTH o_ STANDARD MACHINE SLICED r3 1 SILT FENCE DETAILS C2 : E;,'8,';;, „g; I... TAE Hakanson Anderson CONSTRUCTION NOTES, PROJECT LEGEND, %CKE r» N' N" TAE Civil En n A sand Land Surveyors WIHA TOOL DETAILS AND TABULATIONS lGc«, 3601 Thurston Ave., Anoka, Minnesota 55303 DiHI T 763-427-5860 FAX 763-427-0520 x 43362 CJJ www.h.k.nson de on.com CITY OF MONTICELLO, MINNESOTA 2" TYPE SP 9.5 WEARING COURSE MIXTURE (SPWEA330F) BITUMINOUS MATERIAL FOR TACK COAT 2" TYPE SP WEARING COURSE MIXTURE (SPWEB340F) �6"L 8612 CONCRETE - CURB AND GUTER 6AGGREGATE CLASS 5 AGGREGATE BASE (100% CRUSHED) 69% PLACED ON APPROVED SUBGRADE LIGHT DUTY BITUMINOUS PAVEMENT SECTION 2• C3 x0 A. .III_ 6" 4" — v ` 12" DIA. s TIPOUT CURB DETAIL 2" TYPE SP 9.5 WEARING COURSE MIXTURE (SPWEA340F) C3 noEM��suLE BITUMINOUS MATERIAL FOR TACK COAT ELEV=943.00 2.5" TYPE SP 12.5 NON WEARING COURSE MIXTURE (SPNWB330F) -111_111- 8" CLASS 5 AGGREGATE BASE (100% CRUSHED) CONCRETE STEP DETAIL PLACED ON APPROVED SUBGRADE C3 NO SCALE HEAVY DUTY SECTION B -B 2 BITUMINOUS PAVEMENT SECTION } N� C3 0 scu 60" 60" HAA LA P560-725 HAALA PS60-725 GRATE OR APPROVED r�B ELEV=948.40 GRATE OR APPROVED -�A — ELEV=950.60 EQUAL EQUAL ELEV=947.40 PRECAST MANHOLE PRECAST MANHOLE SECTIONS PER — ELEV=949.60 — SECTIONS PER MN/DO STANDARD PLA MN/DOT STANDARD PLATE 4020 PLATE 4020 INLET PIPE6" 6" INLET PIPE CONCRETE CONCRETE WEIR WEIR FLOW _ — INV= INV- FLOW _ 945.00 OUTLET INTEGRAL L-A PIPE BASE OUTLET CONTROL STRUCTURE #1 C3 FLOW _ INV= INV= FLOW _ 943.00 943.00 SUMP= 942.00 OUTLET PIPE INTEGRAL J L� B BASE s OUTLET CONTROL STRUCTURE #2 C3 12 1,W 6' VARIES MINIMUM - 6+ RUN 1.50% TYR 2.00% MAXM_AX. 4.00% EXISTING CONCRETE 4:1 - CURB AND GUTTER -III_ NM `4/ MAk —' .III_ 6" 4" — v ` 12" DIA. MAXIMUM CONCRETE CONSTRUCT SIDEWALK PER _ RISE SIDEWALK CITY PLATE NO. 5012 ELEV=943.00 3 7TH STREET CONCRETE SIDEWALK -111_111- C3 Ne CONCRETE STEP DETAIL ml 5, C3 NO SCALE 6' SECTION B -B 3— } N� 8612 CONCRETE 1.83%_ CURB AND GUTTER 4'1 MA% 4" CONCRETE WALK $5 REBAR CONCRETE FLUME 4" CLASS 5 AGGREGATE BASE (15' LONG) (1 4 CONCRETE SIDEWALK SECTION C -C C3 x0 — 60" 60" HAA LA P560-725 HAALA PS60-725 GRATE OR APPROVED r�B ELEV=948.40 GRATE OR APPROVED -�A — ELEV=950.60 EQUAL EQUAL ELEV=947.40 PRECAST MANHOLE PRECAST MANHOLE SECTIONS PER — ELEV=949.60 — SECTIONS PER MN/DO STANDARD PLA MN/DOT STANDARD PLATE 4020 PLATE 4020 INLET PIPE6" 6" INLET PIPE CONCRETE CONCRETE WEIR WEIR FLOW _ — INV= INV- FLOW _ 945.00 OUTLET INTEGRAL L-A PIPE BASE OUTLET CONTROL STRUCTURE #1 C3 FLOW _ INV= INV= FLOW _ 943.00 943.00 SUMP= 942.00 OUTLET PIPE INTEGRAL J L� B BASE s OUTLET CONTROL STRUCTURE #2 C3 1.0' ---{ -- I .a' ELEV=949.60 — ELEV=947.83 ELEV=947.30 — v ` 12" DIA. 6' ORIFICE CONCRETE ELEV=943.00 6" DIA. WEIR ELEV=945.00 — ml 5, ELEV=942.00 — SECTION A -A SECTION B -B 60" 60" HAA LA P560-725 HAALA PS60-725 GRATE OR APPROVED r�B ELEV=948.40 GRATE OR APPROVED -�A — ELEV=950.60 EQUAL EQUAL ELEV=947.40 PRECAST MANHOLE PRECAST MANHOLE SECTIONS PER — ELEV=949.60 — SECTIONS PER MN/DO STANDARD PLA MN/DOT STANDARD PLATE 4020 PLATE 4020 INLET PIPE6" 6" INLET PIPE CONCRETE CONCRETE WEIR WEIR FLOW _ — INV= INV- FLOW _ 945.00 OUTLET INTEGRAL L-A PIPE BASE OUTLET CONTROL STRUCTURE #1 C3 FLOW _ INV= INV= FLOW _ 943.00 943.00 SUMP= 942.00 OUTLET PIPE INTEGRAL J L� B BASE s OUTLET CONTROL STRUCTURE #2 C3 1.0' ---{ -- ELEV=947.40 — ELEV=945.61 — ELEV=944.38 — — v ` 12" DIA. 6' ORIFICE ELEV=943.00 6" DIA. CONCRETE WEIR ORIFICE ml 5, ELEV=942.00 — SECTION B -B 60" 60" HAA LA P560-725 HAALA PS60-725 GRATE OR APPROVED r�B ELEV=948.40 GRATE OR APPROVED -�A — ELEV=950.60 EQUAL EQUAL ELEV=947.40 PRECAST MANHOLE PRECAST MANHOLE SECTIONS PER — ELEV=949.60 — SECTIONS PER MN/DO STANDARD PLA MN/DOT STANDARD PLATE 4020 PLATE 4020 INLET PIPE6" 6" INLET PIPE CONCRETE CONCRETE WEIR WEIR FLOW _ — INV= INV- FLOW _ 945.00 OUTLET INTEGRAL L-A PIPE BASE OUTLET CONTROL STRUCTURE #1 C3 FLOW _ INV= INV= FLOW _ 943.00 943.00 SUMP= 942.00 OUTLET PIPE INTEGRAL J L� B BASE s OUTLET CONTROL STRUCTURE #2 C3 C 4°< 6' 0 ml 5, } N� C REBAR 0 6" CONCRETE PAVEMENT $5 REBAR CONCRETE FLUME (15' LONG) (1 SECTION C -C PLAN B CONCRETE FLUME DETAIL C3 No SCALE n DATE REVISION - x -N-no oa"d L,� "I E.'9,A.P.-I.. ., „; Ia.°°: na 9ia ma v Date 9/20/22 1 Lic. No. 43362 Itmmm '�__ .. Hakanson Anderson Civil Engineers and Land Surveyors . 3601 Thurston Ave., Anoka, Minnesota 55303 763-427-5860 FAX 763-427-0520 ww.hakanson-anderson.— WIHA TOOL DETAILS CITY OF MONTICELLO, MINNESOTA NEE car 0r C12 TAE CJJ lr r Typical 11-vdraat Standard Plate Library Typical -} City of Nfoaticello "" Doi Ir � ,rte Blncl:ingfar Standard Plate Library W'atermain -} City or MOM kola p3 -o5 2002 Air Bleed Detail And - Standard Hale Library Valve Box ]nslallatian city orNunticeuD 03-15 • 2003 • SlaStandard Sanihr;ndard Pialr Library Manhuk ;} Cily of Mon lict]In 'd:,'4'3'3'62 „ ;;.: rymE �� . Ion on Anderson DETAILS C4 a SHEE* I na 9ia Civil Engineers and Land Surveyors WIHA TOOL TAE 3601 Thurston Ave., Anoka, Minnesota 55303 763-427-5860 FA% 763-427-0520 C12 x Date 9/20/22 Lio. No. 43362 D', ww.nakanson-anderson.— CITY OF MONTICELLO, MINNESOTA 1395.1 R .� Duro a1A� Air Bleed Detail And - Standard Hale Library Valve Box ]nslallatian city orNunticeuD 03-15 • 2003 • SlaStandard Sanihr;ndard Pialr Library Manhuk ;} Cily of Mon lict]In 'd:,'4'3'3'62 „ ;;.: rymE �� . Ion on Anderson DETAILS C4 a SHEE* I na 9ia Civil Engineers and Land Surveyors WIHA TOOL TAE 3601 Thurston Ave., Anoka, Minnesota 55303 763-427-5860 FA% 763-427-0520 C12 x Date 9/20/22 Lio. No. 43362 D', ww.nakanson-anderson.— CITY OF MONTICELLO, MINNESOTA 1395.1 R E I a-01 = I r StandardCatch Basin Trash Guard for Standard Piate Ukary Catch D95in Standard Flute Library Manhole Standard plate Library End Section .1 City at ►{Onticello G,: 03_0.5 r.d .• - ] City or MonLwlo n3 -Q5 - ! 1 city or mnntirelln �. o3 -os " . 4007 40a2 - - _ `� w..r<03_17 r•w 4flas "^*i°p3-15 I _ � d ...,.ate AUL r all4j 9 Qi iv m,....,e r...e a-�1 ul�P� ll ��'a� F _•• .- -....- s1 -•• ..- ..--- �SSSSi 3 r>aa+c« j 0i - Pilin for Flared •"" - r Standard plait l.i wy k ? Rlprap DPlail F.Rd Sertinn Standard Plate l.ibrarr - City oS ►Sonlicelln��. o3 -os "" a city of mom lidio 1..n. 4NR 4008 o3 -p5 AMM: {)09 03-15 DATE REVISION �—TAE Hc[d„ ^'''Hakanson Anderson DETAILS Carm• r'__ CivilEngineers and LandSurveyorsWIHA TOOL– 3601 Thurton Ae.,Anoka, Minnesota 55763-42]-5860 FA% 763-427-0520er2 Date 9/20/22 I Lie. No. 43362ww.nokonson-onderson.00m CITY OF MONTICELLO, MINNESOTA sxee s 1—a 1R E R�., _ r j. ovn.'cnv' nr'rs . P"PLAN e• GI a' WI[il[[[ w,l .:TI A r 1�r---/ —_ I I /90ue1'VA.O Hp1x Y/WF6(q a�CE 0'i r xf� r cni.x�r_ l:r N1.n _. SECTION 6 ° SECTION A -A ro+ [rlelnlG 'laa. e- Ar oix'[.'n woo cwssx4.; - " _ w.. ew'v. we*N - x- earxun earno'r oA .' cl.ss a ' j rown'.srw nxs - rtFnas ' xsrw HASm.N ome x'ws In mxtn'w+ Yr¢v:rors �.- fitic .� C�mmerc al Drivewss i 7 Typical SWexalk r Commercial Gralel 4r lnlel Protection Standard Plate Literary Entrance - Standard Plate [.ihran • St lndard Plale IAbrars ['onuructilm F-ntranre - ' Standard I tale [.ihrary Catch Basin insert Cin of Munticelln �„ ,,, w, ] City of 7ion[irello . 5 Cite of SlnnticellD oa.: x,,. - 03-a5 5fl178 "` 03-05 $Q12 '-] Ulyor►tanticellu _ 06-1i 4e°` 03-07 wr.n'03-17 R"r' iD3-15 6007 1 - eNwx03-15 �Ofl4 Bio 14 Staking Erosion Control Blanket { Standard Plalc Library > Straw or Wood Bin Rall - ; Slandard Plate 1.ihrars Stapling Patterns & instailattar City of Monticellosa„ OS -0, 'w .. ] CityorNIOnticello 1: O3-ae °° " ISO _ - - ' °-"•d63_ 15 601 l DATE REVISION '.inonm *TAI "E[ a d „ ^1 E.91.... -d:, „: Ia..Hakanson Anderson DETAILS cel na 9ia ma " Civil Engineers and Land Surveyors WIHA TOOL - Thurston Ave0 Anoka,Mnnesota763-42]-5860 rA% 763427-0520Date g/2o/22/22�Lic. No. 43362ww.hakaneon-anderson.com CITY OF MONTICELLO, MINNESOTA sw[[ s 1-9 1A LI BITUMINOUS PAVEMENT REMOVAL AREA CLEAR AND GRUB TREES 7TH STREET 15 NAMs"a ------- CURB OR WATERMAIN REMOVAL - ------ - -------------av- 1� RC3 w-- - - - - - - - - - - - - - - SAWCUT BITUMINOUS PAVEMENT _r__'— — — — — — -- E E 0 07. EXISTING DRAINAGE DIVIDE • 7 — - - - - - - - - - - - DRAINAGE ARROW TREE NUMBER (1) 7" 1 SALVAGE SALVAGE CASTING I I SALVAGE :�" -0-. � CASTING CASTING GENERAL NOTES: R11 111. WORK IN CONTRACTOR7TH SSTREET. HALL PREPARPLANE SHALL A TRAFFBEIC SUBMITTED TO THE CCONTROL PLAN FORITYTHE OF MONTICELLO A MINIMUM OF 7 DAYS PRIOR TO CONSTRUCTION. 2.P . . . . . I I LACE A DIP PLUG IN THE SOUTH LEG OF THE DIP TEE AFTER ' I REMOVJNO THE EXISTING WATERMAIN STUBS. IF NECESSARY, 6 CONTRACTOR SHALL NOTIFY THE CITY OF MONTICELLO AND THE AFFECTED PROPERTY OWNERS A MINIMUM OF THREE DAYS PRIOR TO SHUTTING OF THE WATER TO ANY PROPERTIES. \%REFERENCE NOTES: SEE SHEET C2 FOR THE TREE INVENTORY TABULATION. SE-1 768 717 02 it ', I I T/ T ■ 777 1 T SB-3■ Fl—000l T N T T 11 I um-5— T B-5 SB 4 N 71 2 - - - - - - - - - - - - Ic -555" I - - - - - - I-E IN fEEJ DATE REVISION EXISTING TOPOGRAPHY [:T E Hakanson Anderson f th. Sl- f M CIVII Engin— and Land 1.—y— AND REMOVALS PLAN Anoka. Minnesota 763-42]-5860 FAX 763-427-0520 3B.1 Thurston A..,An. inn.. 55�.� WIHA TOOLav C12 /In 11, A. II N„ --- TAH w—h.k.n..n-.nd.—n—ITI CITY OF MONTICELLO, MINNESOTA 43362 1—Aj 1 -10 E GENERAL NOTES: T 1 VERIFY BUILDING DIMENSIONS WITH ARCHITECTURAL PLANS. 2: SEE SHEET Ill FOR THE STAKING PLAIN. EE SEE < 3 S SH FOR THE UTILITY PUN. SEE PAVING AND RESTORATION PLAN. NOTE SEIA SEE CONTRACTOR SHALL IMMEDIATELY INITIATE STABILIZATION OF EXPOSED 7TH STREET NOTE (E) I NOTE (2) 5 EE SHEET C12 FOR THE P NOTE Q) CONT SOIL AREAS AND COMPLETE THE STABILIZATION WITHIN 7 CALENDAR DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE TEMPORARILY OR PERMANENTLY CEASES. TEMPORARY SEEDING AND MULCHING MATERIALS AND APPLICATION RATES ARE TABULATED ON — — — — — -- 'v SHEET C2. We11 1 6. CONTRACTOR SHALL DETERMINE A LOCATION FOR CONCRETE AND OTHER ■WASHOUT WASTE. A SIGN SHALL BE INSTALLED ADJACENT TO EACH 17 WASHOUTFACILITY THAT REQUIRES SITE PERSONNEL TO UTILIZE THE 8 PROPER FACILITIES FOR DISPOSAL OF CONCRETE AND OTHER WASTES. 7. STREET SWEEPING MUST BE PERFORMED DAILY IF SEDIMENT IS TRACKED ONTO ANY ADJACENT STREETS. -T4.6 CY CLASS III RIPRAP 1 8. PER THE WRIGHT COUNTY SOIL SURVEY, THE SITE CONSISTS OF DORSET OVER 28 SY TYPE 4 1 SANDY LOAM. SEE THE REPORT OF GEOTECHNICAL EXPLORATION GEOTEXTILE FILTER(1) PREPARED BY AMERICAN ENGINEERING TESTING, INC. FOR ADDITIONAL 't INFORMATION. 9. CONTRACTOR SHALL PREPARE A TRAFFIC CONTROL PLAN FOR THE WORK it IN 7THSTREET. PUN SHALL BE SUBMITTED TO THE CITY OF 11 MONTICE LLO A MINIMUM OF 7 DAYS PRIOR TO CONSTRUCTION. BASIN 2 10. CONCRETE CURB 1710TH STREET SHALL BE 8618 PER MN/DOT '�- �STRUCT BOTTOM=943.0 STANDARD PLATE 7100. EOTEI FLUME/ CON'• OUTLET=943.0 REFERENCE NOTES: ■ PERWkTYPg 100-YR HWL=947.3 (D RIPRAP SHALL BE HAND PLACED PER CITY PLATE NO. 4009. 0 (2) CONSTRUCT INFILTRATION BASIN PER G). CONTRACTOR SHALL MAKE FUTURE SOIL CORRECTIONS AS NECESSARY IN ORDER TO ACHIEVE AND SB-1 'I NISH %LOOR' EL ED. INFILTRATION RATE BETWEEN 0.45 AND 8.3 INCHES PER HOUR. A V DOUBLE RING INFILTROMETER TEST SHALL BE COMPLETED DURING CONSTRUCTION AT THEINTERFACE OF THE AMENDED AND THE INSITU it 6y cuss III RIPRAP SOILS. RESULTS OF THE INFILTROMETER TESTS SHALL BE PROVIDED TO L- (PE 4 THE CITY. TER(j) (1) PLACE SEDIMENT CONTROL LOG AFTER COMPLETION OF GRADING. (�) PRIOR TO IMPORTING OR EXPORTING MATERIAL FROM THE SITE, SB72. m it CONTRACTOR SHALL CONSTRUCT A CONSTRUCTION ENTRANCE PER CITY j j I I '1 "\\" PLATE NO. 6002. \t (3) CONTRACTOR SHALL NOT EXCAVATE THE INFILTRATION BASIN TO FINAL T Ill, 1, , t GRADE, OR WITHIN THREE FEET OF FINAL GRADE, UNTIL THE I 4 CONTRIBUTING DRAINAGE AREA HAS BEEN CONSTRUCTED AND FULLY T I I i \ \k STABILIZED UNLESS RIGOROUS EROSION PREVENTION AND SEDIMENT 0 '4 7CONTROLS TO KEEP SEDIMENT AND RUNOFF COMPLETELY AWAY FROM 0 - THE INFILTRATION BASIN ARE PROVIDED. '\,\ (g) CONSTRUCT DRIVEWAY ENTRANCE PER CITY PLATE NO. 5008. (2) CONSTRUCT SIDEWALK PER (6). (B) QUANTITIES SHOWN INCLUDE AREA OUTSIDE THE PROPERTY BOUNDARY. T t PROPOSED BITUMINOUS PAVEMENT 0 CONSTRUCTPROPOSED CONCRETE PAVEMENT PER(A)(TYP.) ■ 13- pv PROPOSED TIPOUT CURB PER N SILT FENCE PER(a) FINISHED FLOOR /i ELEVATION=960.4 ■0SEDIMENT CONTROL LOG PER CITY PLATE NO. 6009 (3) DRAINAGE ARROW PROPOSED DRAINAGE DIVIDE CLASS III RIPRAP 0 INLET PROTECTION DEVICE PER(6)AND CITY PLATE NO. 1101 NER'Y2B 11 TIRE I. GEOTEXTILE FILTER (1) 11-1 CULVERT END CONTROL T CONC(RCEONESFRTUECT S C3 S13-4 0 IN 5 IE' Z CONCRETE CURB 5— AN. GUTTER PER MN/DOT STANDARD PLATE 7100 (TYP.) t, PROJECT SUMMARY 2■ - - - - - - - 'NISRS,ATE 9A LOT AREA 560,659 S.F. - - - - - - - - - - - - - - - - - - - - - - EXISTING IMPERVIOUS AREA 0 S.F. 1 (2) - -5 INFILTRATIONBA (5) PROPOSED IMPERVIOUS AREA 182,887 S.F. (ff) SIN ESTIMATED FUTURE IMPERVIOUS AREA 512.:9 0 S.F. 'c BOTTOM=946 OUTLET=947:0 DISTURBED AREA 522,241 S.F.* —E IN 'EET -7 100-YR HWL=949.6 DATE REVISION —Hy 11.1 111. P'... SHEET 1p 'p. I ly .. - n GRADING, DRAINAGE AND I E.91 ... -d., 11. 1... Hakanson Anderson -y Ll..-1 M; -1 C8 rCivil Engin— and Land Surveyors TAE 3601 Thurston Ave..Anoka. Minnesota 5 5303 WIHA TOOL SEDIMENT CONTROL PLAN 10F1 763-427-5860 FAX 427-0520 *� 2 2' S.ntl. 711 MONTICELLO, TS Date 91ZOL22No. 43362 1 J —.h.k.n nd.—n.— CITY OF MINNESOTA // SCHEE —111R 9 LEGEND 5 GL= GL= GL= GL= GL= I PROPOSED TIPOUT CURB PER C3 958.33 95).89 957.69 958.0] '^ - - _ - - GL=958.09 GL=958.07G =956.34 MATCX« 957.78 5 5 95 GL_ GL- 5 5G GL= ,fi GL -955.191 DRAINAGE ARROW _ - - - - - - 57 957.56 957.53 ��956.16 < - - e ( xxxxx PROPOSED GUTTER LINE ELEVATION GL� EXISTING GL= GL= 5 958.5] GL=956.44 955.601 958.09 1 9se.ni GL= ."-� FG= PROPOSED SPOT ELEVATION (FINISHED GRADE) 958.6) XXX XX GL= GL= 9L- G BIT - 59.30 GL=959.61 GL= GL=958.56 (� GL=958.56 = GL= GL= PROPOSED SPOT ELEVATION (BITUMINOUS) 957.68 958.18 \` 956.92 ° %%X.XX y GL= 5 (0") 958.56 GL= 959.13 GL=959.23 958.55 956.39 f 959.31 BIT q GGL 958.23 GL 95 CL=948.24 X (6") 959.21 61 22D) xxxx PROPOSED SPOT ELEVATION (CONCRETE) 959121 I N (CO TE) GL -959.61 9 I= LL=959.61 GL 959.61 GL= GL - 959. (6") - GL _ - �L - - 9S - 5 _ L 9.61 L / BL�o PROPOSED GROUND ELEVATION AT BUILDING 959.07 958.96 958.13 6 958.96 J + " _ e -•,. ... .. GL 959.48 m 959.25 .. LONG=9fi0. -BIB- - 111 (MATCH 958.30 GL= CONC= GL= BLDG=960.40 (0") FG= 111 'P I EXISTING) II 959.3BLDG= 960.22 959.61 980.40 ° 5 GL=959.72 (0 960.40'G_") GL=959.63 (0") ' 1 GL= 959.66 59.]2 BLDG=959.90 Ir 0 -GONG=BLDG= I TES: 9a 960.60 60is 1. SEE SHEET C10 FOR THE PEDESTRIAN RAMP STAKING PLAN. GL= FG - 1 959.38 BIi= - 960.39 ly 960.20 I A-- 957.B I 1 III 1II I' ';1 I II II i I GL= .0314 959 � GL= GL -958.96 GL=959.36 1 GL - 59.36 I 11111 I ppqAqq s8'i1 L ( ) =SB.i • GL= Q, GL=959.3fi Il 959.03 (0") L cc P ` °I CONC=959./] I GL=959.36 r 1 "� •8.96 CONC=959.97 GL= I L=959.36 I w II} 957.97 I (b") I II I `I GL= 959.36 IIL 958.62 GL= I II 1959.04 FG= I .'' 958.98 y .gL= BLDC= BIT= BLDG= fG= �[ 58.9? . 960.40 F _, 960.40 960.60 fi 960.40 r , 6G= I Ih GL=980.40 I r :: 1 (0•) 6 r1Blr1 �1 r1 r1 r BIi= .pO°v° S , 980./01 GL=953.76 i; - ° _� =95(018') «� L 958.65 G _ CONC= :< CONC= _ 959.13 X959.92 6960.00 (0,) 956.40 956.40 95660 GL GL=952.85 �I� 1CONC= c6)59.92 5 5 1 195 LT_954.67 EXSTCNG) ,� 959.78, 5 5 I I IT 955.50 I`-- 958.81 5] ° 957 _ - BIT= 5 956.27 GL- 954.28 958.33 95].27 h� _ 6 BIi= 956.90 BS 955.00 5 955.06 5 BIT= / GL BIT= GROUND= ° 954.99 , �// 955.75 . n 5T GL= "\-.IT= 955.00 955.00 �L 953.50~ BIT- �...< i O 954.57 955.00 956.29 BIT= 95 5 956.60 5 �[ GL- GLL9954.27 I GL= °936.7 95 I' ) (MATCH 11 (MATCH EXISTING) 956 54 GL= 1 663 956.65 1 q G = 53.60 _956 956.01 / j I GL - 953.65 CL= </ GL= 5 / 1 5 GL= II 953.36 «/ < 953.96 4"I II V 952.78 GL=952.63 GL=953.36 ISI -E 5 y 4 ® / \ IN fEE� DATE - REVISION 6, <. I, .<In<m1< < 9r mo 9iaLmm� x tl1PE.rgmri. u�1aa. ma m.: Bmme TAE ' '�__ Hakanson Anderson Civil Engineers and Land Surveyors 3601 Thurston Av..,Anoka, Minnesota 55303 WIHA TOOL TCITY STAKING PLAN HEL SC9T OF - d Date 9/20/22 1 Lic. No. 4336X77 .. 0 763-427-0520 763-427-5860 FAX . h.konson-onderson.00m OF MONTICELLO, MINNESOTA C12 i396*1 R E 7TH STREET GL=955.19 7TH STREET GL=954.82 (MATCH GL=952.85 GL=955.32 (MATCH EXISTING) ------------------------ (0••) (MATCH EXISTING) o 2% MAXIMUM 2% MAXIMUM CROSS SLOPE CROSS SLOPE 955.62 CONC= CONC= GL=955.35 953 19 CONC= 956.11 955.77 (p") 955.67 d CONC= 956.20 T CONC= 955.89 GL=955.44 (01.) CONC= CONC= 955.76 CONC= GL=955.47 55.44 955.47955.60 (0") 955.60 r - 5 III 955.71 WEST PEDESTRIAN RAMP c10 xxx PROPOSED GUTTER LINE ELEVATION CON c= XX PROPOSED SPOT ELEVATION (CONCRETE) CO- _ X954 CONC= (01.) 953.20 GL=953.20 CONC= CONC= - (01.) 953.31 953.17 CONC- CONC= 1 953.64 GL= CONC= rO1n 953.69 III 953.50 952.96 o GL 953.76 - z EAST PEDESTRIAN RAMP \C 10 I -E ,N fEET n DATE REVISION .<,n<mio ¢mm n: 9NEE1 o� p l,< "'PE'9, :;: ''d;,9„;'a.f Hakanson Anderson PEDESTRIAN RAMP STAKING PLAN c10 na 9ia ma r '�__ Civil Engineers and Land Surveyors WIHA TOOL - TAE .. . 3601 Thurston Ave., Anoka, Minnesota 55303 763-42]-5860 FAX 763-427-0520 er C12 m Date 9/20/22 I Lia No. 43362 CJJ ww.hakanson-and-on.com CITY OF MONTICELLO, MINNESOTA stiff s 3395*1 R 7TH STREET GL=952.84 GL=952.85 (011) GL=952.20 (MATCHGL=953.08 (MATCH EXISTING) o EXISTING) 2% MAXIMUM CONC= 953.54 CROSS SLOPE CONC- CONC= CONC= 953.60 953 19 953.06 _ X954 CONC= (01.) 953.20 GL=953.20 CONC= CONC= - (01.) 953.31 953.17 CONC- CONC= 1 953.64 GL= CONC= rO1n 953.69 III 953.50 952.96 o GL 953.76 - z EAST PEDESTRIAN RAMP \C 10 I -E ,N fEET n DATE REVISION .<,n<mio ¢mm n: 9NEE1 o� p l,< "'PE'9, :;: ''d;,9„;'a.f Hakanson Anderson PEDESTRIAN RAMP STAKING PLAN c10 na 9ia ma r '�__ Civil Engineers and Land Surveyors WIHA TOOL - TAE .. . 3601 Thurston Ave., Anoka, Minnesota 55303 763-42]-5860 FAX 763-427-0520 er C12 m Date 9/20/22 I Lia No. 43362 CJJ ww.hakanson-and-on.com CITY OF MONTICELLO, MINNESOTA stiff s 3395*1 R CONNECT EXIST WATERMAII ADJUST CASTING "- I - I PROP. RI M=956.00 CB $11 4" " 2 X36 T FL=956.15 INV=953.15 z 20LF 2" CPP ® 0.38% I 6 CB/MH $10 48" DIA. FL=957.53 (NE)INV=952.69 (SW)INV=952.59 L 120LF 15" CPP --t-;I O 0.30% 1 I$ FES $12 � IIF INV=956.00 I - 12LF (INC. RC APRON) -I 15" RCP (CL V) O 3.6]% S 128LF 18"CPP w-- O 0.30% I NNECT TO EXISTING w- - NITARY SEWER TH STREET o � 71�7lDJOSTZ`ASTM � PxROP. RIM=953.63 RIM=955.32 ADJUST CASTING s su. s 20" HDPE (NW)INV=942.]3 PROP. RIM 954.40 ixv(xE)=sa�.s� INV -949.12 (SE)INV=942.73 n SM --/ �SW)INV=9944_73 J IL- _ xu�-seas = 8"X6" DIP TEE, ixv(se)-saa.ss 39LF F-6" GATE VALVE (DR - 20" HDPE AND BOX AND (DR 32.5 D.I.P.S,.�) \ I HYDRANT Q© O 0.50% V 8"-22.5' jT 25OLF 8" PVC DIP BENZ \ O 1.27% SAN/MH $2 48" DIA. RIM=958.90 100LF 8-11.25' 35LF 6" PVC (NE)INV=947.91 16" PVC (SCH 40) DIP BEND 6.00% (SW)INV=948.01 O 2.50% - (SE)INV=9 8.0 I� 6" PVC CAP =916" PVC F- INV=951.40 L L INV=952.01 L_ 8"X6" DIP TEE. 6" DIP WATERMAIN, 8"-11.25' 6" GATE VALVE AND BOX AND DIP BEND 6" DIP PLUG© �y 8 -CB/MH $9 r�6" 6 48" DIA. FL=957.56 1 (NE)INV=952.23 (SW)INV=952.13 (W)INV=953.56 CB/MH $8 I " 48" DIA. FL=95].69 (NE)INV=951.75 (SW)INV=951.65 100LF 18" HDPE (DR 32.5 D.I. O D.1 8"X6" DIP CROSS, 6" DIP WATERMAIN, 6" GATE VALVE AND BOX AND HYDRANT Q© J. _. TOP WATERMAIN =949 70 Q 250LF 8" PVC O 1.00% SAN/MH $3 48" DIA. RIM=958.90 (NE)INV=950.51 (SE)INV=951.00 35LF 6" PVC O 4.00% 6" PVC CAP INV 952.40 6"DIP WATERMAIN, 6" GATE VALVE AND BOX AND 6" DIP PLUG 16" PVC 16" PVC JL INV=951.40 L I DIP BEND h 54CB/MH $7 60" DIA. AND BOX AND HYDRANT_1Q© HaAnderson ' Civil Eneers ginand Land Surveyors Av, 3601 Thurston,n Ave0 AA noka, Minnesota 55303 WIHA TOOL "PVC(SCH 40)FL=957.89 295L(NE)INV=951.35 ¢ L73LF 3.00% 24" HDPE (SW)INV=951.25 ¢ TOP WATERMAIN (DR 32.5 D.I. P.S.=947.40(SE)INV=95.21 O 0.40% 2149LF ® 24" CPP O 0.30X 11 (2) ' CB/MH $6 DIP BENDS BENDS 68" DIA. -i -i -i -i i FL = 957.78 sl (NE)INV=950.80 _ (S)INV--950.70 38LF 24" CPP " 737 LF " O 0.29% s� _ 24" CPPB - 120L CB/MH $3 CB/MH $5 ® 0.30% CB/MH $4 48" DIA..+°" 48" DIA. 24" CPP ® 0.30% 48" DIA. FL=95].9] FL=957.68 FL=957.81 (NW)INV=949.64 (N)I NV=950.59 (NW)I NV=950.10 (E)INV=949.18 6" DIP WATERMAIN, GENERAL NOTES: 1. CONTRACTOR SHALL APPLY FOR A DEPARTMENT OF LABOR AND INDUSTRY PERMIT PRIOR TO CONSTRUCTING ANY UNDERGROUND UTILITIES SHOWN ON THESE PLANS. CONTRACTOR SHALL ADDRESS ALL THE COMMENTS FROM THE DEPARTMENT OF LABOR AND INDUSTRY AS PART OF THE PERMIT APPLICATION PROCESS. 2. MAINTAIN A MINIMUM OF 7.5' OF COVER OVER WATERMAIN. WATERMAIN BLOCKING SHALL BE PER CITY PLATE NO. 2002. 3. CONTRACTOR SHALL PREPARE A TRAFFIC CONTROL PLAN FOR THE WORK IN 7TH STREET. PLAN SHALL BE SUBMITTED TO THE CITY OF MONTICELLO A MINIMUM OF 7 DAYS PRIOR TO CONSTRUCTION. 4.ALL DIP WATERMAIN SHALL BE CLASS 52. 5. ALL PVC SANITARY SEWER PIPE SHALL BE SDR 26. -AND BOX AND \ 6. CORRUGATED POLYETHYLENE PIPE (CPP) SHALL MEET THE REQUIREMENTS OF HYDRANT 1Q© MN/DOT SPEC. 3247. CONNECTIONS SHALL BE MADE WITH BELL AND SPIGOT \ JOINTS. CLAMP -ON BANDS ARE NOT ALLOWED. PIPE BEDDING SHALL BE PER THE 58LF CB/MH $15 MANUFACTURER'S RECOMMENDATION. 21" RCP (CL III) 48" DIA. \ 7. PRIOR TO COMMENCEMENT OF THE UTILITY CONNECTIONS, CONTRACTOR SHALL O 0.29% FL=953.60 OBTAIN A UTILITY EXCAVATION PERMIT FROM THE CITY OF MONTICELLO PUBLIC (SW)INV=948.82 WORKS DEPARTMENT. CB/MH $14 (NW)I NV=948.92 8. SANITARY SEWER MANHOLES SHALL BE CONSTRUCTED PER CITY PLATE NO. 3001. 48" DIA. 9. CATCH BASIN/MANHOLE STRUCTURES SHALL BE PRECAST CONCRETE SECTIONS FL=955.26 \ PER MN/DOT STANDARD PLATES 4020 AND 4022. STRUCTURES SHALL BE (SW)INV=948.55 16LF (INC. RC APRON) \ CONSTRUCTED PER CITY PLATE NO. 4003. (NE)INV=948.65 21" RCP (CL III) 10. CATCH BASINS SHALL BE PRECAST CONCRETE SECTIONS AND SHALL BE 147LF O 0.00% 5 \ \ CONSTRUCTED PER CITY PLATE NO. 4002. 21" RCP (CL III) 46LF (INC. RC APRON) \ 11. CATCH BASIN CASTINGS SHALL BE NEENAH R -3067-V. O 0.30% 21" RCP((CL III) REFERENCE NOTES: \ (SJ ` D CONSTRUCT HYDRANT AND VALVE PER CITY PLATE NO. 2001. FES Q �1NV=946.00 FES v \ Q HDPE PIPE SHALL MEET THE REQUIREMENTS OF ASTM F714. \ INV=944.00 \ Q3 CONCRETE APRON SHALL INCLUDE A TRASH GUARD PER CITY PLATE NO. 4007. CB/MH $13 \ ® BULKHEAD PIPE WITH A PVC CAP OR APPROVED EQUAL. 60 DIA. OCS $1 Q Q TIE ALL PIPE JOINTS. FL=954.07 © CONSTRUCT VALVE AND BOX PER CITY PLATE NO. 2003. (SW)INV=948.01 60" DIA. Q CONSTRUCT PILI NG AT FLARED END SECTION PER CITY PLATE NO. 4008. RIM -949.60 "\ (NW)INV=948.90 \ NE INV=948.11 (SE)INV=945.00 ® WET TAP THE EXISTING 12" WATERMAIN FOR THE PROPOSED 8" WATERMAIN. IF ( ) (NW)INV=946.00 \ NECESSARY, CONTRACTOR SHALL NOTIFY THE CITY OF MONTICELLO AND THE .� AFFECTED PROPERTY OWNERS A MINIMUM OF THREE DAYS PRIOR TO SHUTTING OFF THE WATER TO ANY PROPERTIES. 134LF 24" HDPE \ 09 CONSTRUCT STRUCTURE PER 7 (DR 32.5 D.I.P.S.) p3 O 0.50%Q2 ® CONSTRUCT STRUCTURE PER e. 46LF (INC. RC APRON) C3 \ 36" RLP (CL III) \ © INSTALL SALVAGED CASTING. O 1.25% 5 ® LOWER THE WATERMAIN AT THE STORM SEWER CROSSING TO THE ELEVATION FES Q3 Q SHOWN TO PROVIDE A MINIMUM OF 1.5 FEET OF SEPARATION BETWEEN THE INV=946.00 WATERMAIN AND STORM SEWER. 72" DI $1 OC S IA \ 172" DIA. 60" DIA. GL=952.63 RIM 947.40 I(SW)INV=947.34 (SE)INV=943.00 \ (SE)INV=946.50 (NW)INV=943.00 (NW)INV=948.63 SUMP=942.00 \ (NE)INV=947.34 FES » INV=942.78 FES Q INV -943.00 72 LF (INC. RC APRON) 21" RCP (CL III) 189 Lf O 0.31% 5 27" RCP (CL III) 20LF (INC. RC APRON) ®0.30% 21"RCP (CL III) CB/MH $2 O 0.00% 5 1 60" DIA. FDIP CIA(W)INV=968.01(NE)INV=9418-45 DIP BEND "X6" DIP TEE. IP WATERMAIN, GATE VALVE AND BOX AND HYDRANT 1Q© u »�145LF �U 16" PVC (SCH 40) O 1.91% 8" DIP WATERMAIN TOP WATERMAIN _ -946.50 8"-22.5' DIP BEND h 8"X6" DIP TEE, 6" DIP WATERMAIN, 6" GATE VALVE 1NTERSTA TE .I AND BOX AND HYDRANT_1Q© HaAnderson ' Civil Eneers ginand Land Surveyors Av, 3601 Thurston,n Ave0 AA noka, Minnesota 55303 WIHA TOOL 763-42]-5860 FAX 763-427-0520 ww.hc kanson-anderson.com UTILITY PLAN I CHEET CITY OF MONTICELLO, OF MONTICELLO, MINNESOTA��sNEErsA APPENDIX B Design Certifications UNIVERSITY OF MINNESOTA Timothy Eggerichs Design of Construction SWPPP (May 31 2024) Erosion and Stormwater Management The bearer of this card has been tested and is certified in the area(s) shown on the reverse of this card. Certification expira- tion dates appear after each certification area. Gary Sands, Head Department of Bioproducts and Biosystems Engineering University of Minnesota http://www.erosion.umn.edu Card Issued: 6/1/2022 APPENDIX C General Permit Authorization to Discharge Stormwater Associated with Construction Activity Under the National Pollutant Discharge Elimination System/State Disposal System Program MINNESOTA POLLUTION CONTROL AGENCY AUTHORIZATION TO DISCHARGE STORMWATER ASSOCIATED WITH CONSTRUCTION ACTIVITY UNDER THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES)/ STATE DISPOSAL SYSTEM (SDS) PROGRAM M N R 100001 Permittee : Multiple General Permit Name: Construction Stormwater General Permit Issuance date: August 1, 2018 Expiration date: July 31, 2023 The state of Minnesota, on behalf of its citizens through the Minnesota Pollution Control Agency (MPCA), authorizes Permittees seeking coverage under this general permit to discharge stormwater associated with construction activity to waters of the state of Minnesota. The goal of this permit is to reduce pollutant levels in point source discharges and protect water quality in accordance with the U.S. Clean Water Act, Minnesota statutes and rules, and federal laws and regulations. This permit is effective on the issuance date identified above. This permit expires at midnight on the expiration date identified above. Signature: This document has been electronically signed. Mark Schmitt Division Director Municipal Division Permit application: Submit via the MPCA Online eServices Portal at https://rsp.pca.state.mn.us/ wq-strm2-80a for the Minnesota Pollution Control Agency Questions on this permit? Contact eServices at 651-757-2728 or 1-844-828-0942 Table of Contents Page 1.1 Permit Coverage.......................................................................................................................................................3 2.1 Prohibitions and Limitations of Coverage.................................................................................................................3 3.1 Application and Coverage Effective Date.................................................................................................................4 4.1 Termination of Coverage..........................................................................................................................................4 5.1 Stormwater Pollution Prevention Plan (SWPPP) Content........................................................................................5 6.1 SWPPP Amendments................................................................................................................................................7 7.1 BMP Selection and Installation.................................................................................................................................7 8.1 Erosion Prevention Practices....................................................................................................................................7 9.1 Sediment Control Practices.......................................................................................................................................8 10.1 Dewatering and Basin Draining.................................................................................................................................9 11.1 Inspections and Maintenance...................................................................................................................................9 12.1 Pollution Prevention Management Measures........................................................................................................10 13.1 Permit Termination Conditions...............................................................................................................................11 14.1 Temporary Sediment Basins...................................................................................................................................11 15.1 Permanent Stormwater Treatment System............................................................................................................12 16.1 Infiltration Systems.................................................................................................................................................12 17.1 Filtration Systems....................................................................................................................................................14 18.1 Wet Sedimentation Basin.......................................................................................................................................14 19.1 Regional Wet Sedimentation Basins.......................................................................................................................15 20.1 SWPPP Availability..................................................................................................................................................15 21.1 Training Requirements............................................................................................................................................15 22.1 Requirements for Discharges to Wetlands.............................................................................................................15 23.1 Discharges to Special (Prohibited, Restricted, Other) and Impaired Waters.........................................................16 24.1 General Provisions..................................................................................................................................................17 25.1 Definitions...............................................................................................................................................................18 Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N 11100001 Page 3 of 21 1.1 Permit Coverage. [Minn. R. 7090] 1.2 This permit is required for construction activity that results in land disturbance of equal to or greater than one (1) acre or if a project is part of a common plan of development or sale that ultimately will disturb greater than one (1) acre, and authorizes, subject to the terms and conditions of this permit, the discharge of stormwater associated with construction activity. [Minn. R. 70901 1.3 Construction activity covered by this permit cannot commence until coverage under this permit is effective as described in item 3.3 through 3.4 or, if applicable, until the Minnesota Pollution Control Agency (MPCA) has issued an individual National Pollutant Discharge Elimination System (NPDES)/State Disposal System (SDS) construction stormwater permit for the project. [Minn. R. 7090] 1.4 This permit covers all areas of the State of Minnesota except land wholly within the boundaries of a federally recognized Indian Reservation owned by a tribe or a tribal member or land held in trust by the federal government for a tribe or tribal member. [Minn. R. 7090] 1.5 Coverage under this permit is not required when all stormwater from construction activity is routed directly to and treated by a "treatment works," as defined in Minn. Stat. Sect. 115.01, subd. 21, operated under an individual NPDES/SDS permit with a Total Suspended Solids (TSS) effluent limit. [Minn. R. 7090] 1.6 This permit covers ongoing projects covered under any previous construction stormwater permit that are not complete on the issuance date of this permit. Permittees must either remain in compliance with the previous permit and terminate coverage within 18 months of the issuance date of this permit or comply with this permit, including updating the Stormwater Pollution Prevention Plan (SWPPP), within the 18 - month period. Permittees of previously permitted projects are not required to incorporate any additional requirements regarding the permanent stormwater treatment system included in this reissued permit. [Minn. R. 7090] 1.7 Coverage for projects that extend beyond the expiration date of this permit remains effective for a grace period covering project completion and Notice of Termination (NOT) submittal. If Permittees cannot complete projects during the grace period, the MPCA will extend coverage under the next permit and permittees must comply with the requirements of the new permit including updating the SWPPP. Permittees are not required to follow changes to the permanent stormwater treatment section of the next permit. [Minn. R. 70901 Prohibitions and Limitations of Coverage. [Minn. R. 7090] 2.1 2.2 The owner must develop a complete and accurate SWPPP that complies with item 5.2 prior to submitting the application for coverage and starting construction activity. Failure to prepare a SWPPP prior to submitting the application may result in permit revocation. [Minn. R. 7090] 2.3 This permit prohibits discharges of any material other than stormwater treated in compliance with this permit and discharges from dewatering or basin draining activities in accordance with Section 10. Prohibited discharges include, but are not limited to, wastewater from washout of concrete, stucco, paint, form release oils, curing compounds and other construction materials, fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance, soaps or solvents used in vehicle and equipment washing and maintenance, and other hazardous substances or wastes. [Minn. R. 7090] 2.4 This permit does not authorize stormwater discharges related to the placement of fill into waters of the state requiring local, state or federal authorizations (such as U.S. Army Corps of Engineers Section 404 permits, Minnesota Department of Natural Resources (DNR) Public Waters Work permits or local governmental unit (LGU) Wetland Conservation Act replacement plans or determinations). [Minn. R. 7090] 2.5 This permit does not authorize stormwater discharges associated with industrial activity except for construction activity. Permittees must obtain coverage for discharges associated with industrial activity under a separate NPDES/SDS permit once day-to-day operational activities commence even if construction is ongoing. [Minn. R. 7090] 2.6 This permit does not authorize discharges from non -point source agricultural and silvicultural activities excluded from NPDES permit requirements under 40 CFR pt. 122.3(e). [Minn. R. 7090] 2.7 This permit does not authorize stormwater discharges to Prohibited, Restricted, Special or Impaired waters unless permittees follow the additional stormwater requirements in Section 23. [Minn. R. 7090] 2.8 This permit does not replace or satisfy any environmental review requirements including those under the Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N R100001 Page 4 of 21 Minnesota Environmental Policy Act or the National Environmental Policy Act. The owner must verify completion of any environmental review required by law, including any required Environmental Assessment Work Sheets or Environmental Impact Statements, Federal environmental review, or other required review prior to applying for coverage under this permit. If any part of your common plan of development or sale requires environmental review, coverage under this permit cannot be obtained until such environmental review is complete. [Minn. R. 7090] 2.9 This permit does not replace or satisfy any review requirements for discharges adversely impacting State or Federally designated endangered or threatened species or a designated critical habitat. The owner must comply with the National Historic Preservation Act and conduct all required review and coordination related to historic preservation, including significant anthropological sites and any burial sites, with the Minnesota Historic Preservation Officer. [Minn. R. 70901 2.10 This permit does not authorize discharges to wetlands unless the permittee complies with the requirements in Section 22. [Minn. R. 7090] 3.1 Application and Coverage Effective Date. [Minn. R. 7090] 3.2 The owner and operator must submit a complete and accurate on-line application with the appropriate fee to the MPCA for each project that disturbs one (1) or more acres of land or for a common plan of development or sale that will ultimately disturb one (1) or more acres. [Minn. R. 7090] 3.3 For projects or common plans of development or sale that disturb less than 50 acres or do not discharge stormwater within 1 mile (aerial radius measurement) of a special or impaired water, permittees do not need to submit the SWPPP with the application. Permit coverage for these projects is effective upon application and completing the payment process. [Minn. R. 7090] 3.4 For certain projects or common plans of development or sale disturbing 50 acres or more, the complete SWPPP must be included with the application and submitted at least 30 days before the start of construction activity. This applies if there is a discharge point on the project within one mile (aerial radius measurement) of, and flows to, a special water listed in item 23.3 through 23.6 or an impaired water as described in item 23.7. Permit coverage for these projects is effective upon submitting the application and complete SWPPP, completing the payment process and receiving a determination from the MPCA that the review of the SWPPP is complete. The determination may take longer than 30 days if the SWPPP is incomplete. If the MPCA fails to contact the permittees within 30 days of application receipt, coverage is effective 30 days after completing the payment process. [Minn. R. 7090] 3.5 The application requires listing all persons meeting the definition of owner and operator as permittees. The owner is responsible for compliance with all terms and conditions of this permit. The operator is responsible for compliance with Sections 3, 4, 6-22, 24 and applicable requirements for construction activity in Section 23. [Minn. R. 7090] 3.6 Permittees will receive coverage notification in a manner determined by the MPCA. [Minn. R. 7090] 3.7 For construction projects where the owner or operator changes (e.g., an original developer sells portions of the property to various homebuilders or sells the entire site to a new owner), the current owner and the new owner or operator must submit a complete permit modification form provided by the MPCA. The current owner and the new owner or operator must submit the form prior to the new owner or operator commencing construction activity or no later than 30 days after taking ownership of the property. [Minn. R. 7090] 3.8 For construction projects where the owner or operator changes, the current owner must provide a SWPPP to the new owner and operator that specifically addresses the remaining construction activity. The new owner or operator can implement the original SWPPP, modify the SWPPP, or develop a new SWPPP. Permittees must ensure their activities do not render another party's erosion prevention and sediment control BMPs ineffective. [Minn. R. 7090] 4.1 Termination of Coverage. [Minn. R. 7090] Permittees must submit a NOT within 30 days after all termination conditions listed in Section 13 are 4.2 complete. [Minn. R. 7090] Permittees must submit a NOT within 30 days after selling or otherwise legally transferring the entire site, 4.3 including permit responsibility for roads (e.g., street sweeping) and stormwater infrastructure final clean out, or transferring portions of a site to another party. The permittees' coverage under this permit Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N 11100001 Page 5 of 21 terminates at midnight on the submission date of the NOT. [Minn. R. 7090] 4.4 Permittees may terminate permit coverage prior to completion of all construction activity if they meet all of the following conditions: a. construction activity has ceased for at least 90 days; and b. at least 90 percent (by area) of all originally proposed construction activity has been completed and permanent cover has been established on those areas; and c. on areas where construction activity is not complete, permanent cover has been established; and d. the site complies with item 13.3 through 13.7. After permit coverage is terminated under this item, any subsequent development on the remaining portions of the site will require permit coverage if the subsequent development itself or as part of the remaining common plan of development or sale will result in land disturbing activities of one (1) or more acres in size. [Minn. R. 7090] 4.5 Permittees may terminate coverage upon MPCA approval after submitting information documenting the owner cancelled the project. [Minn. R. 7090] 5.1 Stormwater Pollution Prevention Plan (SWPPP) Content. [Minn. R. 7090] 5.2 The owner must develop a SWPPP. The SWPPP must include items 5.3 through 5.26. [Minn. R. 7090] 5.3 The SWPPP must incorporate specific Best Management Practices (BMP) used to comply with the requirements of this permit. [Minn. R. 7090] 5.4 The SWPPP must include a narrative describing the timing for installation of all erosion prevention and sediment control BMPs and a description of the permanent stormwater treatment systems. [Minn. R. 7090] 5.5 The SWPPP must include the location and type of all temporary and permanent erosion prevention and sediment control BMPs along with procedures used to establish additional temporary BMPs as necessary for the site conditions during construction. Standard details and/or specifications for BMPs must be included in the final plans and specifications for the project. [Minn. R. 7090] 5.6 The SWPPP must include the calculations and other information used for the design of temporary sediment basins and any of the permanent stormwater treatment systems required in Section 15. [Minn. R. 7090] 5.7 The SWPPP must include estimated quantities anticipated at the start of the project for the life of the project for all erosion prevention and sediment control BMPs (e.g., linear feet of silt fence or square feet of erosion control blanket). [Minn. R. 7090] 5.8 The SWPPP must include the number of acres of impervious surface for both pre- and post -construction. [Minn. R. 7090] 5.9 The SWPPP must include a site map with existing and final grades, including drainage area boundaries, directions of flow and all discharge points where stormwater is leaving the site or entering a surface water. The site map must indicate the areas of steep slopes. The site map must also include impervious surfaces, soil types and locations of potential pollutant -generating activities as identified in Section 12. [Minn. R. 7090] 5.10 The SWPPP must include a map of all surface waters, existing wetlands, and stormwater ponds or basins that can be identified on maps such as United States Geological Survey 7.5 minute quadrangle maps, the National Wetland Inventory map or equivalent maps and are within one mile (aerial radius measurement) from the project boundaries that will receive stormwater from the construction site, during or after construction. The SWPPP must identify if the surface waters are special or impaired waters. [Minn. R. 7090] 5.11 The SWPPP must include a site map showing construction activity areas that are adjacent to and drain to Public Waters for which the DNR has promulgated "work in water restrictions" during specified fish spawning time frames. [Minn. R. 7090] 5.12 Permittees must identify locations of 50' buffer zones as required in item 9.17 and 100' permanent buffer zones as required in item 23.11, on plan sheets in the SWPPP. [Minn. R. 7090] 5.13 If permittees determine compliance with the following requirements is infeasible, they must document the Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N R100001 Page 6 of 21 determination in the SWPPP: a. temporary sediment basins as described in Section 14; and b. for linear projects, if the permanent stormwater treatment system cannot be constructed within the right-of-way, a reasonable attempt must be made to obtain additional right-of-way (item 15.9); and c. buffer zones as described in item 9.17 and item 23.11. [Minn. R. 7090] 5.14 If permittees determine that a temporary sediment basin is infeasible as described in item 14.10, the SWPPP must describe the alternative BMPs used. [Minn. R. 7090] 5.15 Where systems cannot meet the full volume reduction requirement on site, (e.g., the site has infiltration prohibitions, see item 16.14 through item 16.21) the permittee must document the reasons in the SWPPP. [Minn. R. 7090] 5.16 The SWPPP must include any stormwater mitigation measures proposed to be part of the final project in any environmental review document, endangered species review, archeological or other required local, state or federal review conducted for the project. For purposes of this permit, mitigation measures means actions necessary to avoid, minimize, or mitigate for impacts related to erosion prevention, sediment control, the permanent stormwater treatment system, pollution prevention management measures and discharges associated with the project's construction activity. [Minn. R. 7090] 5.17 The SWPPP must describe the methods used for permanent cover of all exposed soil areas. [Minn. R. 7090] 5.18 Permittees must identify the locations of areas where construction will be phased to minimize the duration of exposed soil areas in the SWPPP. [Minn. R. 7090] 5.19 For projects with a discharge point on the project within one (1) mile (aerial radius measurement) of and which flows to an impaired water, permittees must identify the impaired water(s), and any United States Environmental Protection Agency (USEPA)-approved Total Maximum Daily Load (TMDL) for the pollutant(s) or stressor(s) described in item 23.7. Permittees' identification must include those TMDLs approved at any time prior to permit application submittal and are still in effect. [Minn. R. 7090] 5.20 Permittees must document in the SWPPP, all trained individuals identified in item 21.2. Documentation must include: a. names of personnel required to be trained; and b. dates of training and name of instructor(s) and entity providing training; and c. content of training course. If permittees do not know the names of the individuals at the time of application, the permittees must ensure they document training before construction activity commences. [Minn. R. 70901 5.21 The SWPPP must identify a person knowledgeable and experienced in the application of erosion prevention and sediment control BMPs who will coordinate with all contractors, subcontractors, and operators on-site to oversee the implementation of the SWPPP. [Minn. R. 7090] 5.22 The SWPPP must describe any specific chemicals and chemical treatment systems used for enhancing the sedimentation process and how it achieves compliance with item 9.18. [Minn. R. 7090] 5.23 The SWPPP must identify the person(s), organizations, or entities responsible for long-term operation and maintenance of permanent stormwater treatment systems. [Minn. R. 7090] The SWPPP must describe methods to minimize soil compaction and preserve topsoil. Minimizing soil 5.24 compaction is not required where the function of a specific area dictates compaction. [Minn. R. 7090] 5.25 The SWPPP must include any site assessments for groundwater or soil contamination required in item 16.15. [Minn. R. 7090] 5.26 The SWPPP must account for the following factors in designing temporary erosion prevention and sediment control BMPs: a. the expected amount, frequency, intensity, and duration of precipitation; and b. the nature of stormwater runoff and run-on at the site, including factors such as expected flow from impervious surfaces, slopes, and site drainage features; and c. the stormwater volume, velocity, and peak flowrates to minimize discharge of pollutants in stormwater Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N R1O0001 Page 7 of 21 and to minimize channel and streambank erosion and scour in the immediate vicinity of discharge points; and d. the range of soil particle sizes expected to be present. [Minn. R. 7090] 6.1 SWPPP Amendments. [Minn. R. 70901 6.2 One of the individuals described in item 21.2.a or item 21.2.b or another qualified individual must complete all SWPPP changes. Changes involving the use of a less stringent BMP must include a justification describing how the replacement BMP is effective for the site characteristics. [Minn. R. 7090] 6.3 Permittees must amend the SWPPP to include additional or modified BMPs as necessary to correct problems 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 of pollutants to surface waters or groundwater. [Minn. R. 7090] 6.4 Permittees must amend the SWPPP to include additional or modified BMPs as necessary to correct problems identified or address situations whenever inspections or investigations by the site owner or operator, USEPA or MPCA officials indicate the SWPPP is not effective in eliminating or significantly minimizing the discharge of pollutants to surface waters or groundwater or the discharges are causing 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. [Minn. R. 7050.0210] 7.1 BMP Selection and Installation. [Minn. R. 7090] 7.2 Permittees must select, install, and maintain the BMPs identified in the SWPPP and in this permit in an appropriate and functional manner and in accordance with relevant manufacturer specifications and accepted engineering practices. [Minn. R. 7090] 8.1 Erosion Prevention Practices. [Minn. R. 7090] 8.2 Before work begins, permittees must delineate the location of areas not to be disturbed. [Minn. R. 7090] 8.3 Permittees must minimize the need for disturbance of portions of the project with steep slopes. When steep slopes must be disturbed, permittees must use techniques such as phasing and stabilization practices designed for steep slopes (e.g., slope draining and terracing). [Minn. R. 7090] 8.4 Permittees must stabilize all exposed soil areas, including stockpiles. Stabilization must be initiated immediately to limit soil erosion when construction activity has permanently or temporarily ceased on any portion of the site and will not resume for a period exceeding 14 calendar days. Stabilization must be completed no later than 14 calendar days after the construction activity has ceased. Stabilization is not required on constructed base components of roads, parking lots and similar surfaces. Stabilization is not required on temporary stockpiles without significant silt, clay or organic components (e.g., clean aggregate stockpiles, demolition concrete stockpiles, sand stockpiles) but permittees must provide sediment controls at the base of the stockpile. [Minn. R. 7090] 8.5 For Public Waters that the Minnesota DNR has promulgated "work in water restrictions" during specified fish spawning time frames, permittees must complete stabilization of all exposed soil areas within 200 feet of the water's edge, and that drain to these waters, within 24 hours during the restriction period. [Minn. R. 7090] 8.6 Permittees must stabilize the normal wetted perimeter of the last 200 linear feet of temporary or permanent drainage ditches or swales that drain water from the site within 24 hours after connecting to a surface water or property edge. Permittees must complete stabilization of remaining portions of temporary or permanent ditches or swales within 14 calendar days after connecting to a surface water or property edge and construction in that portion of the ditch temporarily or permanently ceases. [Minn. R. 7090] 8.7 Temporary or permanent ditches or swales being used as a sediment containment system during construction (with properly designed rock -ditch checks, bio rolls, silt dikes, etc.) do not need to be stabilized. Permittees must stabilize these areas within 24 hours after their use as a sediment containment system ceases. [Minn. R. 7090] 8.8 Permittees must not use mulch, hydromulch, tackifier, polyacrylamide or similar erosion prevention practices within any portion of the normal wetted perimeter of a temporary or permanent drainage ditch or swale section with a continuous slope of greater than 2 percent. [Minn. R. 7090] Permittees must provide temporary or permanent energy dissipation at all pipe outlets within 24 hours 8.9 Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N R100001 Page 8 of 21 after connection to a surface water or permanent stormwater treatment system. [Minn. R. 7090] 8.10 Permittees must not disturb more land (i.e., phasing) than can be effectively inspected and maintained in accordance with Section 11. [Minn. R. 70901 9.1 Sediment Control Practices. [Minn. R. 7090] 9.2 Permittees must establish sediment control BMPs on all downgradient perimeters of the site and downgradient 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 must install sediment control practices before any upgradient land -disturbing activities begin and must keep the sediment control practices in place until they establish permanent cover. [Minn. R. 70901 9.3 If downgradient sediment controls are overloaded, based on frequent failure or excessive maintenance requirements, permittees must install additional upgradient sediment control practices or redundant BMPs to eliminate the overloading and amend the SWPPP to identify these additional practices as required in item 6.3. [Minn. R. 7090] 9.4 Temporary or permanent drainage ditches and sediment basins designed as part of a sediment containment system (e.g., ditches with rock -check dams) require sediment control practices only as appropriate for site conditions. [Minn. R. 7090] 9.5 A floating silt curtain placed in the water is not a sediment control BMP to satisfy item 9.2 except when working 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 an upland perimeter control practice if exposed soils still drain to a surface water. [Minn. R. 7090] 9.6 Permittees must re -install all sediment control practices adjusted or removed to accommodate short-term activities such as clearing or grubbing, or passage of vehicles, immediately after the short-term activity is completed. Permittees must re -install sediment control practices before the next precipitation event even if the short-term activity is not complete. [Minn. R. 7090] 9.7 Permittees must protect all storm drain inlets using appropriate BMPs during construction until they establish permanent cover on all areas with potential for discharging to the inlet. [Minn. R. 70901 9.8 Permittees may remove inlet protection for a particular inlet if a specific safety concern (e.g. street flooding/freezing) is identified by the permittees or the jurisdictional authority (e.g., city/county/township/Minnesota Department of Transportation engineer). Permittees must document the need for removal in the SWPPP. [Minn. R. 70901 9.9 Permittees must provide silt fence or other effective sediment controls at the base of stockpiles on the downgradient perimeter. [Minn. R. 7090] 9.10 Permittees must locate stockpiles outside of natural buffers or surface waters, including stormwater conveyances such as curb and gutter systems unless there is a bypass in place for the stormwater. [Minn. R. 7090] 9.11 Permittees must install a vehicle tracking BMP to minimize the track out of sediment from the construction site or onto paved roads within the site. [Minn. R. 7090] 9.12 Permittees must use street sweeping if vehicle tracking BMPs are not adequate to prevent sediment tracking onto the street. [Minn. R. 7090] 9.13 Permittees must install temporary sediment basins as required in Section 14. [Minn. R. 7090] 9.14 In any areas of the site where final vegetative stabilization will occur, permittees must restrict vehicle and equipment use to minimize soil compaction. [Minn. R. 7090] 9.15 Permittees must preserve topsoil on the site, unless infeasible. [Minn. R. 7090] 9.16 Permittees must direct discharges from BMPs to vegetated areas unless infeasible. [Minn. R. 70901 9.17 Permittees must preserve a 50 foot natural buffer or, if a buffer is infeasible on the site, provide redundant (double) perimeter sediment controls when a surface water is located within 50 feet of the project's earth disturbances and stormwater flows to the surface water. Permittees must install perimeter sediment controls at least 5 feet apart unless limited by lack of available space. Natural buffers are not required adjacent to road ditches, judicial ditches, county ditches, stormwater conveyance 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 if installed in a manner that retains all Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N 11100001 Page 9 of 21 stormwater. [Minn. R. 7090] 9.18 Permittees must use polymers, flocculants, or other sedimentation treatment chemicals in accordance with accepted engineering practices, dosing specifications and sediment removal design specifications provided by the manufacturer or supplier. The permittees must use conventional erosion and sediment controls prior to chemical addition and must direct treated stormwater to a sediment control system for filtration or settlement of the floc prior to discharge. [Minn. R. 7090] 10.1 Dewatering and Basin Draining. [Minn. R. 7090] 10.2 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 basin on the project site unless infeasible. Permittees may dewater to surface waters if they visually check to 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 basin prior to entering a surface water, permittees must treat it with appropriate BMPs such that the discharge does not adversely affect the surface water or downstream properties. [Minn. R. 7050.0210] 10.3 If permittees must discharge water containing oil or grease, they must use an oil -water separator or suitable filtration device (e.g., cartridge filters, absorbents pads) prior to discharge. [Minn. R. 7090] 10.4 Permittees must discharge all water from dewatering or basin -draining activities in a manner that does not cause erosion or scour in the immediate vicinity of discharge points or inundation of wetlands in the immediate vicinity of discharge points that causes significant adverse impact to the wetland. [Minn. R. 7090] 10.5 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 backwash water into the site in a manner that does not cause erosion. [Minn. R. 7090] 11.1 Inspections and Maintenance. [Minn. R. 7090] 11.2 Permittees must ensure a trained person, as identified in item 21.2.b, will inspect the entire construction site at least once every seven (7) days during active construction and within 24 hours after a rainfall event greater than 1/2 inch in 24 hours. [Minn. R. 7090] 11.3 Permittees must inspect and maintain all permanent stormwater treatment BMPs. [Minn. R. 7090] 11.4 Permittees must inspect all erosion prevention and sediment control BMPs and Pollution Prevention Management Measures to ensure integrity and effectiveness. Permittees must repair, replace or supplement all nonfunctional BMPs with functional BMPs by the end of the next business day after discovery unless another time frame is specified in item 11.5 or 11.6. Permittees may take additional time if field conditions prevent access to the area. [Minn. R. 7090] 11.5 During each inspection, permittees must inspect surface waters, including drainage ditches and conveyance 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 in exposed soil. Permittees must complete removal and stabilization within seven (7) calendar days of discovery unless precluded by legal, regulatory, or physical access constraints. Permittees must use all reasonable efforts to obtain access. If precluded, removal and stabilization must take place within seven (7) days of obtaining access. Permittees are responsible for contacting all local, regional, state and federal authorities and receiving any applicable permits, prior to conducting any work in surface waters. [Minn. R. 7090] 11.6 Permittees must inspect construction site vehicle exit locations, streets and curb and gutter systems within 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, if applicable, within a shorter time to avoid a safety hazard to users of public streets. [Minn. R. 7090] 11.7 Permittees must repair, replace or supplement all perimeter control devices when they become nonfunctional or the sediment reaches 1/2 of the height of the device. [Minn. R. 7090] 11.8 Permittees must drain temporary and permanent sedimentation basins and remove the sediment when the depth of sediment collected in the basin reaches 1/2 the storage volume. [Minn. R. 7090] 11.9 Permittees must ensure that at least one individual present on the site (or available to the project site in Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N R100001 Page 10 of 21 three (3) calendar days) is trained in the job duties described in item 21.2.b. [Minn. R. 7090] 11.10 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 construction activity continues on other portions of the site; or b. where sites have permanent cover on all exposed soil and no construction activity is occurring anywhere on the site, inspections can be reduced to once per month and, after 12 months, may be suspended completely until construction activity resumes. The MPCA may require inspections to resume if conditions warrant; or c. where construction activity has been suspended due to frozen ground conditions, inspections may be suspended. Inspections must resume within 24 hours of runoff occurring, or upon resuming construction, whichever comes first. [Minn. R. 7090] 11.11 Permittees must record all inspections and maintenance activities within 24 hours of being conducted and these records must be retained with the SWPPP. These records must include: a. date and time of inspections; and b. name of persons conducting inspections; and c. accurate findings of inspections, including the specific location where corrective actions are needed; and d. corrective actions taken (including dates, times, and party completing maintenance activities); and e. date of all rainfall events greater than 1/2 inches in 24 hours, and the amount of rainfall for each event. Permittees must obtain rainfall amounts by either a properly maintained rain gauge installed onsite, a weather station that is within one (1) mile of your location, or a weather reporting system that provides site specific rainfall data from radar summaries; and f. if permittees observe a discharge during the inspection, they must record and should photograph and describe the location of the discharge (i.e., color, odor, settled or suspended solids, oil sheen, and other obvious indicators of pollutants); and g. any amendments to the SWPPP proposed as a result of the inspection must be documented as required in Section 6 within seven (7) calendar days. [Minn. R. 7090] 12.1 Pollution Prevention Management Measures. [Minn. R. 7090] 12.2 Permittees must place building products and landscape materials under cover (e.g., plastic sheeting or temporary roofs) or protect them by similarly effective means designed to minimize contact with stormwater. Permittees are not required to cover or protect products which are either not a source of contamination to stormwater or are designed to be exposed to stormwater. [Minn. R. 7090] 12.3 Permittees must place pesticides, fertilizers and treatment chemicals under cover (e.g., plastic sheeting or temporary roofs) or protect them by similarly effective means designed to minimize contact with stormwater. [Minn. R. 70901 12.4 Permittees must store hazardous materials and toxic waste, (including oil, diesel fuel, gasoline, hydraulic fluids, paint solvents, petroleum-based products, wood preservatives, additives, curing compounds, and acids) in sealed containers to prevent spills, leaks or other discharge. Storage and disposal of hazardous waste materials must be in compliance with Minn. R. ch. 7045 including secondary containment as applicable. [Minn. R. 7090] 12.5 Permittees must properly store, collect and dispose solid waste in compliance with Minn. R. ch. 7035. [Minn. R. 7035] Permittees must position portable toilets so they are secure and will not tip or be knocked over. 12.6 Permittees must properly dispose sanitary waste in accordance with Minn. R. ch. 7041. [Minn. R. 7041] 12.7 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 of drip pans or absorbents unless infeasible. Permittees must ensure adequate supplies are available at all times to clean up discharged materials and that an appropriate disposal method is available for recovered spilled materials. Permittees must report and clean up spills immediately as required by Minn. Stat. 115.061, using dry clean up measures where possible. [Minn. Stat. 115.061] Permittees must limit vehicle exterior washing and equipment to a defined area of the site. Permittees 12.8 must contain runoff from the washing area in a sediment basin or other similarly effective controls and Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N R100001 Page 11 of 21 must dispose waste from the washing activity properly. Permittees must properly use and store soaps, detergents, or solvents. [Minn. R. 7090] 12.9 Permittees must provide effective containment for all liquid and solid wastes generated by washout operations (e.g., concrete, stucco, paint, form release oils, curing compounds and other construction materials) related to the construction activity. Permittees must prevent liquid and solid washout wastes from contacting the ground and must design the containment so it does not result in runoff from the washout operations or areas. Permittees must properly dispose liquid and solid wastes in compliance with MPCA rules. Permittees must install a sign indicating the location of the washout facility. [Minn. R. 7035, Minn. R. 7090] 13.1 Permit Termination Conditions. [Minn. R. 7090] 13.2 Permittees must complete all construction activity and must install permanent cover over all areas prior to submitting the NOT. Vegetative cover must consist of a uniform perennial vegetation with a density of 70 percent of its expected final growth. Vegetation is not required where the function of a specific area dictates no vegetation, such as impervious surfaces or the base of a sand filter. [Minn. R. 7090] 13.3 Permittees must clean the permanent stormwater treatment system of any accumulated sediment and must ensure the system meets all applicable requirements in Section 15 through 19 and is operating as designed. [Minn. R. 7090] 13.4 Permittees must remove all sediment from conveyance systems prior to submitting the NOT. [Minn. R. 7090] 13.5 Permittees must remove all temporary synthetic erosion prevention and sediment control BMPs prior to submitting the NOT. Permittees may leave BMPs designed to decompose on-site in place. [Minn. R. 7090] 13.6 For residential construction only, permit coverage terminates on individual lots if the structures are finished and temporary erosion prevention and downgradient perimeter control is complete, the residence sells to the homeowner, and the permittee distributes the MPCA's "Homeowner Fact Sheet" to the homeowner. [Minn. R. 7090] 13.7 For construction projects on agricultural land (e.g., pipelines across cropland), permittees must return the disturbed land to its preconstruction agricultural use prior to submitting the NOT. [Minn. R. 7090] 14.1 Temporary Sediment Basins. [Minn. R. 7090] 14.2 Where ten (10) or more acres of disturbed soil drain to a common location, permittees must provide a temporary sediment basin to provide treatment of the runoff before it leaves the construction site or enters surface waters. Permittees may convert a temporary sediment basin to a permanent basin after construction is complete. The temporary basin is no longer required when permanent cover has reduced the acreage of disturbed soil to less than ten (10) acres draining to a common location. [Minn. R. 7090] 14.3 The temporary basin must provide live storage for a calculated volume of runoff from a two (2) -year, 24- hour storm from each acre drained to the basin or 1,800 cubic feet of live storage per acre drained, whichever is greater. [Minn. R. 7090] 14.4 Where permittees have not calculated the two (2) -year, 24-hour storm runoff amount, the temporary basin must provide 3,600 cubic feet of live storage per acre of the basins' drainage area. [Minn. R. 7090] 14.5 Permittees must design basin outlets to prevent short-circuiting and the discharge of floating debris. [Minn. R. 7090] 14.6 Permittees must design the outlet structure to withdraw water from the surface to minimize the discharge of pollutants. Permittees may temporarily suspend the use of a surface withdrawal mechanism during frozen conditions. The basin must include a stabilized emergency overflow to prevent failure of pond integrity. [Minn. R. 7090] 14.7 Permittees must provide energy dissipation for the basin outlet within 24 hours after connection to a surface water. [Minn. R. 7090] 14.8 Permittees must locate temporary basins outside of surface waters and any buffer zone required in item 23.11. [Minn. R. 7090] 14.9 Permittees must construct the temporary basins prior to disturbing 10 or more acres of soil draining to a common location. [Minn. R. 70901 14.10 Where a temporary sediment basin meeting the requirements of item 14.3 through 14.9 is infeasible, Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N R100001 Page 12 of 21 permittees must install effective sediment controls such as smaller sediment basins and/or sediment traps, silt fences, vegetative buffer strips or any appropriate combination of measures as dictated by individual site conditions. In determining whether installing a sediment basin is infeasible, permittees must consider public safety and may consider factors such as site soils, slope, and available area on-site. Permittees must document this determination of infeasibility in the SWPPP. [Minn. R. 7090] 15.1 Permanent Stormwater Treatment System. [Minn. R. 7090] 15.2 Permittees must design the project so all stormwater discharged from the project during and after construction activities does not cause a violation of state water quality standards, including nuisance conditions, erosion in receiving channels or on downslope properties, or a significant adverse impact to wetlands caused by inundation or decrease of flow. [Minn. R. 7090] 15.3 Permittees must design and construct a permanent stormwater treatment system to treat the water quality volume if the project's ultimate development replaces vegetation and/or other pervious surfaces creating a net increase of one (1) or more acres of cumulative impervious surface. [Minn. R. 7090] 15.4 Permittees must calculate the water quality volume as one (1) inch times the net increase of impervious surfaces created by the project. [Minn. R. 7090] 15.5 Permittees must first consider volume reduction practices on-site (e.g., infiltration or other) when designing the permanent stormwater treatment system. If this permit prohibits infiltration as described in item 16.14 through item 16.21, permittees may consider a wet sedimentation basin, filtration basin or regional pond. This permit does not consider wet sedimentation basins and filtration systems to be volume reduction practices. [Minn. R. 70901 15.6 For projects where the full volume reduction requirement cannot be met on-site, (e.g., the site has infiltration prohibitions), permittees must document the reasons in the SWPPP. [Minn. R. 70901 15.7 Permittees must discharge the water quality volume to a permanent stormwater treatment system prior to discharge to a surface water. For purposes of this item, surface waters do not include man-made drainage systems that convey stormwater to a permanent stormwater treatment system. [Minn. R. 7090] 15.8 Where the proximity to bedrock precludes the installation of any of the permanent stormwater treatment practices required by Sections 15 through 19, permittees must install other treatment such as grassed swales, smaller ponds, or grit chambers, prior to the discharge of stormwater to surface waters. [Minn. R. 7090] 15.9 For linear projects where permittees cannot treat the entire water quality volume within the existing right- of-way, permittees must make a reasonable attempt to obtain additional right-of-way, easement or other permission for stormwater treatment during the project planning process. Documentation of these attempts must be in the SWPPP. Permittees must still consider volume reduction practices first as described in item 15.5. If permittees cannot obtain additional right-of-way, easement or other permission, they must maximize the treatment of the water quality volume prior to discharge to surface waters. [Minn. R. 7090] 16.1 Infiltration Systems. [Minn. R. 7090] 16.2 Infiltration options include, but are not limited to: infiltration basins, infiltration trenches, rainwater gardens, bioretention areas without underdrains, swales with impermeable check dams, and natural depressions. If permittees utilize an infiltration system to meet the requirements of this permit, they must incorporate the design parameters in item 16.3 through item 16.21. Permittees must follow the infiltration prohibition in item 16.14 anytime an infiltration system is designed, including those not required by this permit. [Minn. R. 70901 16.3 Permittees must design infiltration systems such that pre-existing hydrologic conditions of wetlands in the vicinity are not impacted (e.g., inundation or breaching a perched water table supporting a wetland). [Minn. R. 7090] 16.4 Permittees must not excavate infiltration systems to final grade, or within three (3) feet of final grade, until the contributing drainage area has been constructed and fully stabilized unless they provide rigorous erosion prevention and sediment controls (e.g., diversion berms) to keep sediment and runoff completely away from the infiltration area. [Minn. R. 7090] 16.5 When excavating an infiltration system to within three (3) feet of final grade, permittees must stake off and mark the area so heavy construction vehicles or equipment do not compact the soil in the infiltration Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N R100001 Page 13 of 21 area. [Minn. R. 7090] 16.6 Permittees must use a pretreatment device such as a vegetated filter strip, forebay, or water quality inlet (e.g., grit chamber) to remove solids, floating materials, and oil and grease from the runoff, to the maximum extent practicable, before the system routes stormwater to the infiltration system. [Minn. R. 7090] 16.7 Permittees must design infiltration systems to provide a water quality volume (calculated as an instantaneous volume) of one (1) inch of runoff, or one (1) inch minus the volume of stormwater treated by another system on the site, from the net increase of impervious surfaces created by the project. [Minn. R. 7090] 16.8 Permittees must design the infiltration system to discharge all stormwater (including stormwater in excess of the water quality volume) routed to the system through the uppermost soil surface or engineered media surface within 48 hours. Permittees must route additional flows that cannot infiltrate within 48 hours to bypass the system through a stabilized discharge point. [Minn. R. 7090] 16.9 Permittees must provide a means to visually verify the infiltration system is discharging through the soil surface or filter media surface within 48 hours or less. [Minn. R. 7090] 16.10 Permittees must provide at least one soil boring, test pit or infiltrometer test in the location of the infiltration practice for determining infiltration rates. [Minn. R. 70901 16.11 For design purposes, permittees must divide field measured infiltration rates by 2 as a safety factor or permittees can use soil -boring results with the infiltration rate chart in the Minnesota Stormwater Manual to determine design infiltration rates. When soil borings indicate type A soils, permittees should perform field measurements to verify the rate is not above 8.3 inches per hour. This permit prohibits infiltration if the field measured infiltration rate is above 8.3 inches per hour. [Minn. R. 7090] 16.12 Permittees must employ appropriate on-site testing ensure a minimum of three (3) feet of separation from the seasonally saturated soils (or from bedrock) and the bottom of the proposed infiltration system. [Minn. R. 7090] 16.13 Permittees must design a maintenance access, typically eight (8) feet wide, for the infiltration system. [Minn. R. 7090] 16.14 This permit prohibits permittees from constructing infiltration systems that receive runoff from vehicle fueling and maintenance areas including construction of infiltration systems not required by this permit. [Minn. R. 7090] 16.15 This permit prohibits permittees from constructing infiltration systems where infiltrating stormwater may mobilize high levels of contaminants in soil or groundwater. Permittees must either complete the MPCA's contamination screening checklist or conduct their own assessment to determine the suitability for infiltration. Permittees must retain the checklist or assessment with the SWPPP. For more information and to access the MPCA's "contamination screening checklist" see the Minnesota Stormwater Manual. [Minn. R. 7090] 16.16 This permit prohibits permittees from constructing infiltration systems in areas where soil infiltration rates are field measured at more than 8.3 inches per hour unless they amend soils to slow the infiltration rate below 8.3 inches per hour. [Minn. R. 70901 16.17 This permit prohibits permittees from constructing infiltration systems in areas with less than three (3) feet of separation distance from the bottom of the infiltration system to the elevation of the seasonally saturated soils or the top of bedrock. [Minn. R. 7090] 16.18 This permit prohibits permittees from constructing infiltration systems in areas of predominately Hydrologic Soil Group type D soils (clay). [Minn. R. 7090] 16.19 This permit prohibits permittees from constructing infiltration systems within a Drinking Water Supply Management Area (DWSMA) as defined in Minn. R. 4720.5100, subp. 13, if the system will be located: a. in an Emergency Response Area (ERA) within a DWSMA classified as having high or very high vulnerability as defined by the Minnesota Department of Health; or b. in an ERA within a DWSMA classified as moderate vulnerability unless a regulated MS4 Permittee performed or approved a higher level of engineering review sufficient to provide a functioning treatment Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N 11100001 Page 14 of 21 system and to prevent adverse impacts to groundwater; or c. outside of an ERA within a DWSMA classified as having high or very high vulnerability, unless a regulated MS4 Permittee performed or approved a higher level of engineering review sufficient to provide a functioning treatment system and to prevent adverse impacts to groundwater. See "higher level of engineering review" in the Minnesota Stormwater Manual for more information. [Minn. R. 7090] 16.20 This permit prohibits permittees from constructing infiltration systems in areas within 1,000 feet upgradient or 100 feet downgradient of active karst features. [Minn. R. 7090] 16.21 This permit prohibits permittees from constructing infiltration systems in areas that receive runoff from the following industrial facilities not authorized to infiltrate stormwater under the NPDES stormwater permit for industrial activities: automobile salvage yards; scrap recycling and waste recycling facilities; hazardous waste treatment, storage, or disposal facilities; or air transportation facilities that conduct deicing activities. [Minn. R. 7090] 17.1 Filtration Systems. [Minn. R. 7090] 17.2 Filtration options include, but are not limited to: sand filters with underdrains, biofiltration areas, swales using underdrains with impermeable check dams and underground sand filters. If permittees utilize a filtration system to meet the permanent stormwater treatment requirements of this permit, they must comply with items 17.3 through 17.11. [Minn. R. 70901 17.3 Permittees must not install filter media until they construct and fully stabilize the contributing drainage area unless they provide rigorous erosion prevention and sediment controls (e.g., diversion berms) to keep sediment and runoff completely away from the filtration area. [Minn. R. 7090] 17.4 Permittees must design filtration systems to remove at least 80 percent of TSS. [Minn. R. 7090] 17.5 Permittees must use a pretreatment device such as a vegetated filter strip, small sedimentation basin, water quality inlet, forebay or hydrodynamic separator to remove settleable solids, floating materials, and oils and grease from the runoff, to the maximum extent practicable, before runoff enters the filtration system. [Minn. R. 7090] 17.6 Permittees must design filtration systems to treat a water quality volume (calculated as an instantaneous volume) of one (1) inch of runoff, or one (1) inch minus the volume of stormwater treated by another system on the site, from the net increase of impervious surfaces created by the project. [Minn. R. 7090] 17.7 Permittees must design the filtration system to discharge all stormwater (including stormwater in excess of the water quality volume) routed to the system through the uppermost soil surface or engineered media surface within 48 hours. Additional flows that the system cannot filter within 48 hours must bypass the system or discharge through an emergency overflow. [Minn. R. 7090] 17.8 Permittees must design the filtration system to provide a means to visually verify the system is discharging through the soil surface or filter media within 48 hours. [Minn. R. 7090] 17.9 Permittees must employ appropriate on-site testing to ensure a minimum of three (3) feet of separation between the seasonally saturated soils (or from bedrock) and the bottom of the proposed filtration system. [Minn. R. 7090] 17.10 Permittees must ensure that filtration systems with less than three (3) feet of separation between seasonally saturated soils or from bedrock are constructed with an impermeable liner. [Minn. R. 7090] 17.11 The permittees must design a maintenance access, typically eight (8) feet wide, for the filtration system. [Minn. R. 7090] 18.1 Wet Sedimentation Basin. [Minn. R. 7090] Permittees using a wet sedimentation basin to meet the permanent stormwater treatment requirements 18.2 of this permit must incorporate the design parameters in item 18.3 through 18.10. [Minn. R. 7090] Permittees must design the basin to have a permanent volume of 1,800 cubic feet of storage below the 18.3 outlet pipe for each acre that drains to the basin. The basin's permanent volume must reach a minimum depth of at least three (3) feet and must have no depth greater than 10 feet. Permittees must configure the basin to minimize scour or resuspension of solids. [Minn. R. 7090] Permittees must design the basin to provide live storage for a water quality volume (calculated as an 18.4 Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N R100001 Page 15 of 21 instantaneous volume) of one (1) inch of runoff, or one (1) inch minus the volume of stormwater treated by another system on the site, from the net increase in impervious surfaces created by the project. [Minn. R. 7090] 18.5 Permittees must design basin outlets so the water quality volume discharges at no more than 5.66 cubic feet per second (cfs) per acre of surface area of the basin. [Minn. R. 7090] 18.6 Permittees must design basin outlets to prevent short-circuiting and the discharge of floating debris. Basin outlets must have energy dissipation. [Minn. R. 70901 18.7 Permittees must design the basin to include a stabilized emergency overflow to accommodate storm events in excess of the basin's hydraulic design. [Minn. R. 70901 18.8 Permittees must design a maintenance access, typically eight (8) feet wide, for the basin. [Minn. R. 70901 18.9 Permittees must locate basins outside of surface waters and any buffer zone required in item 23.11. Permittees must design basins to avoid draining water from wetlands unless the impact to the wetland complies with the requirements of Section 22. [Minn. R. 70901 18.10 Permittees must design basins using an impermeable liner if located within active karst terrain. [Minn. R. 7090] 19.1 Regional Wet Sedimentation Basins. [Minn. R. 7090] 19.2 When the entire water quality volume cannot be retained onsite, permittees can use or create regional wet sedimentation basins provided they are constructed basins, not a natural wetland or water body, (wetlands used as regional basins must be mitigated for, see Section 22). The owner must ensure the regional basin conforms to all requirements for a wet sedimentation basin as described in items 18.3 through 18.10 and must be large enough to account for the entire area that drains to the regional basin. Permittees must verify that the regional basin will discharge at no more than 5.66 cfs per acre of surface area of the basin and must provide a live storage volume of one inch times all the impervious area draining to the basin. Permittees cannot significantly degrade waterways between the project and the regional basin. The owner must obtain written authorization from the applicable LGU or private entity that owns and maintains the regional basin. [Minn. R. 7090] 20.1 SWPPP Availability. [Minn. R. 7090] 20.2 Permittees must keep the SWPPP, including all changes to it, and inspections and maintenance records at the site during normal working hours by permittees who have operational control of that portion of the site. [Minn. R. 7090] 21.1 Training Requirements. [Minn. R. 7090] 21.2 Permittees must ensure all of the following individuals receive training and the content and extent of the training is commensurate with the individual's job duties and responsibilities with regard to activities covered under this permit: a. Individuals preparing the SWPPP for the project. b. Individuals overseeing implementation of, revising and/or amending the SWPPP and individuals performing inspections for the project. One of these individuals must be available for an onsite inspection within 72 hours upon request by the MPCA. c. Individuals performing or supervising the installation, maintenance and repair of BMPs. [Minn. R. 7090] 21.3 Permittees must ensure individuals identified in Section 21 receive training from local, state, federal agencies, professional organizations, or other entities with expertise in erosion prevention, sediment control, permanent stormwater treatment and the Minnesota NPDES/SDS Construction Stormwater permit. Permittees must ensure these individuals attend a refresher -training course every three (3) years. [Minn. R. 7090] Requirements for Discharges to Wetlands. [Minn. R. 7050.0186] 22.1 22.2 If the project has any discharges with the potential for significant adverse impacts to a wetland, (e.g., conversion of a natural wetland to a stormwater pond) permittees must demonstrate that the wetland mitigative sequence has been followed in accordance with items 22.3 or 22.4. [Minn. R. 7050.0186] 22.3 If the potential adverse impacts to a wetland on a specific project site are addressed by permits or other approvals from an official statewide program (U.S. Army Corps of Engineers 404 program, Minnesota Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N R100001 Page 16 of 21 Department of Natural Resources, or the State of Minnesota Wetland Conservation Act) that are issued specifically for the project and project site, permittees may use the permit or other determination issued by these agencies to show the potential adverse impacts are addressed. For purposes of this permit, deminimus actions are determinations by the permitting agency that address the project impacts, whereas a non -jurisdictional determination does not address project impacts. [Minn. R. 7090] 22.4 If there are impacts from the project not addressed in one of the permits or other determinations discussed in item 22.3 (e.g., permanent inundation or flooding of the wetland, significant degradation of water quality, excavation, filling, draining), permittees must minimize all adverse impacts to wetlands by utilizing appropriate measures. Permittees must use measures based on the nature of the wetland, its vegetative community types and the established hydrology. These measures include in order of preference: a. avoid all significant adverse impacts to wetlands from the project and post -project discharge; b. minimize any unavoidable impacts from the project and post -project discharge; c. provide compensatory mitigation when the permittees determine(s) that there is no reasonable and practicable alternative to having a significant adverse impact on a wetland. For compensatory mitigation, wetland restoration or creation must be of the same type, size and whenever reasonable and practicable in the same watershed as the impacted wetland. [Minn. R. 7050.0186] 23.1 Additional Requirements for Discharges to Special (Prohibited, Restricted, Other) and Impaired Waters. [Minn. R. 7090] 23.2 The BMPs identified for each special or impaired water are required for those areas of the project draining to a discharge point on the project that is within one mile (aerial radius measurement) of special or impaired water and flows to that special or impaired water. [Minn. R. 7090] 23.3 Discharges to the following special waters identified as Prohibited in Minn. R. 7050.0035 Subp. 3 must incorporate the BMPs outlined in items 23.9, 23.10, 23.11, 23.13 and 23.14: a. Boundary Waters Canoe Area Wilderness; Voyageurs National Park; Kettle River from the site of the former dam at Sandstone to its confluence with the Saint Croix River; Rum River from Ogechie Lake spillway to the northernmost confluence with Lake Onamia. b. Those portions of Lake Superior North of latitude 47 degrees, 57 minutes, 13 seconds, East of Hat Point, South of the Minnesota -Ontario boundary, and West of the Minnesota -Michigan boundary; c. Scientific and Natural Areas identified as in Minn. R. 7050.0335 Subp. 3: Boot Lake, Anoka County; Kettle River in sections 15, 22, 23, T 41 N, R 20, Pine County; Pennington Bog, Beltrami County; Purvis Lake -Ober Foundation, Saint Louis County; waters within the borders of Itasca Wilderness Sanctuary, Clearwater County; Wolsfeld Woods, Hennepin County; Green Water Lake, Becker County; Blackdog Preserve, Dakota County; Prairie Bush Clover, Jackson County; Black Lake Bog, Pine County; Pembina Trail Preserve, Polk County; and Falls Creek, Washington County. [Minn. R. 7050.0335, Subp. 3] 23.4 Discharges to the following special waters identified as Restricted must incorporate the BMPs outlined in items 23.9, 23.10 and 23.11: a. Lake Superior, except those portions identified as prohibited in item 23.3.b; b. Mississippi River in those portions from Lake Itasca to the southerly boundary of Morrison County that are included in the Mississippi Headwaters Board comprehensive plan dated February 12, 1981; c. Scenic or Recreational River Segments: Saint Croix River, entire length; Cannon River from northern city limits of Faribault to its confluence with the Mississippi River; North Fork of the Crow River from Lake Koronis outlet to the Meeker -Wright county line; Kettle River from north Pine County line to the site of the former dam at Sandstone; Minnesota River from Lac que Parle dam to Redwood County State Aid Highway 11; Mississippi River from County State Aid Highway 7 bridge in Saint Cloud to northwestern city limits of Anoka; and Rum River from State Highway 27 bridge in Onamia to Madison and Rice streets in Anoka; d. Lake Trout Lakes identified in Minn. R. 7050.0335 including lake trout lakes inside the boundaries of the Boundary Waters Canoe Area Wilderness and Voyageurs National Park; e. Calcareous Fens listed in Minn. R. 7050.0335, Subp. 1. [Minn. R. 7050.0335, Subp. 1] 23.5 Discharges to the Trout Lakes (other special water) identified in Minn. R. 6264.0050, subp. 2 must incorporate the BMPs outlined in items 23.9, 23.10 and 23.11. [Minn. R. 6264.0050, Subp. 2] Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N R100001 Page 17 of 21 23.6 Discharges to the Trout Streams (other special water) listed in Minn. R. 6264.0050, subp. 4 must incorporate the BMPs outlined in items 23.9, 23.10, 23.11 and 23.12. [Minn. R. 6264.0050, Subp. 41 23.7 Discharges to impaired waters or a water with an USEPA approved TMDL for any of the impairments listed in this item must incorporate the BMPs outlined in items 23.9 and 23.10. Impaired waters are waters identified as impaired under section 303 (d) of the federal Clean Water Act for phosphorus (nutrient eutrophication biological indicators), turbidity, TSS, dissolved oxygen or aquatic biota (fish bioassessment, aquatic plant bioassessment and aquatic macroinvertebrate bioassessment). Terms used for the pollutants or stressors in this item are subject to change. The MPCA will list terminology changes on its construction stormwater website. [Minn. R. 7090] 23.8 Where the additional BMPs in this Section conflict with requirements elsewhere in this permit, items 23.9 through 23.14 take precedence. [Minn. R. 7090] 23.9 Permittees must immediately initiate stabilization of exposed soil areas, as described in item 8.4, and complete the stabilization within seven (7) calendar days after the construction activity in that portion of the site temporarily or permanently ceases. [Minn. R. 70901 23.10 Permittees must provide a temporary sediment basin as described in Section 14 for common drainage locations that serve an area with five (5) or more acres disturbed at one time. [Minn. R. 7090] 23.11 Permittees must include an undisturbed buffer zone of not less than 100 linear feet from a special water (not including tributaries) and must maintain this buffer zone at all times, both during construction and as a permanent feature post construction, except where a water crossing or other encroachment is necessary to complete the project. Permittees must fully document the circumstance and reasons the buffer encroachment is necessary in the SWPPP and include restoration activities. This permit allows replacement of existing impervious surface within the buffer. Permittees must minimize all potential water quality, scenic and other environmental impacts of these exceptions by the use of additional or redundant (double) BMPs and must document this in the SWPPP for the project. [Minn. R. 7090] 23.12 Permittees must design the permanent stormwater treatment system so the discharge from the project minimizes any increase in the temperature of trout streams resulting from the one (1) and two (2) year 24- hour precipitation events. This includes all tributaries of designated trout streams located within the same Public Land Survey System (PLSS) Section. Permittees must incorporate one or more of the following measures, in order of preference: a. Provide stormwater infiltration or other volume reduction practices as described in item 15.4 and 15.5, to reduce runoff. Infiltration systems must discharge all stormwater routed to the system within 24 hours. b. Provide stormwater filtration as described in Section 17. Filtration systems must discharge all stormwater routed to the system within 24 hours. c. Minimize the discharge from connected impervious surfaces by discharging to vegetated areas, or grass swales, and through the use of other non-structural controls. d. If ponding is used, the design must include an appropriate combination of measures such as shading, vegetated swale discharges or constructed wetland treatment cells that limit temperature increases. The pond must be designed as a dry pond and should draw down in 24 hours or less. e. Other methods that minimize any increase in the temperature of the trout stream. [Minn. R. 70901 23.13 Permittees must conduct routine site inspections once every three (3) days as described in item 11.2 for projects that discharge to prohibited waters. [Minn. R. 7090] 23.14 If discharges to prohibited waters cannot provide volume reduction equal to one (1) inch times the net increase of impervious surfaces as required in item 15.4 and 15.5, permittees must develop a permanent stormwater treatment system design that will result in no net increase of TSS or phosphorus to the prohibited water. Permittees must keep the plan in the SWPPP for the project. [Minn. R. 7090] 24.1 General Provisions. [Minn. R. 7090] 24.2 If the MPCA determines that an individual permit would more appropriately regulate the construction activity, the MPCA may require an individual permit to continue the construction activity. Coverage under this general permit will remain in effect until the MPCA issues an individual permit. [Minn. R. 7001.0210, Subp. 6] 24.3 If the permittee cannot meet the terms and conditions of this general permit, an owner may request an individual permit, in accordance with Minn. R. 7001.0210 subp. 6. [Minn. R. 7001.0210, Subp. 61 Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N R100001 Page 18 of 21 24.4 Any interested person may petition the MPCA to require an individual NPDES/SDS permit in accordance with 40 CFR 122.28(b)(3). [40 CFR 122.29(b)(3)] 24.5 Permittees must make the SWPPP, including all inspection reports, maintenance records, training records and other information required by this permit, available to federal, state, and local officials within three (3) days upon request for the duration of the permit and for three (3) years following the NOT. [Minn. R. 7090] 24.6 Permittees may not assign or transfer this permit except when the transfer occurs in accordance with the applicable requirements of item 3.7 and 3.8. [Minn. R. 7090] 24.7 Nothing in this permit must be construed to relieve the permittees from civil or criminal penalties for noncompliance with the terms and conditions provided herein. Nothing in this permit must be construed to preclude the initiation of any legal action or relieve the permittees from any responsibilities, liabilities, or penalties to which the permittees is/are or may be subject to under Section 311 of the Clean Water Act and Minn. Stat. Sect. 115 and 116, as amended. Permittees are not liable for permit requirements for activities occurring on those portions of a site where the permit has been transferred to another party as required in item 3.7 or the permittees have submitted the NOT as required in Section 4. [Minn. R. 70901 24.8 The provisions of this permit are severable. If any provision of this permit or the application of any provision of this permit to any circumstances is held invalid, the application of such provision to other circumstances, and the remainder of this permit must not be affected thereby. [Minn. R. 7090] 24.9 The permittees must comply with the provisions of Minn. R. 7001.0150, subp. 3 and Minn. R. 7001.1090, subp. 1(A), 1(B), 1(C), 1(H), 1(I), 1(J), 1(K), and 1(L). [Minn. R. 7090] 24.10 The permittees must allow access as provided in 40 CFR 122.41(i) and Minn. Stat. Sect. 115.04. The permittees must allow representatives of the MPCA or any member, employee or agent thereof, when authorized by it, upon presentation of credentials, to enter upon any property, public or private, for the purpose of obtaining information or examination of records or conducting surveys or investigations. [40 CFR 122.41(i)] 24.11 For the purposes of Minn. R. 7090 and other documents that reference specific sections of this permit, "Stormwater Discharge Design Requirements" corresponds to Sections 5, 6 and 14 through 21; "Construction Activity Requirements" corresponds to Sections 7 through 13; and "Appendix A" corresponds to Sections 22 and 23. [Minn. R. 7090] 25.1 Definitions. [Minn. R. 7090] 25.2 "Active karst" means a terrain having distinctive landforms and hydrology created primarily from the dissolution of soluble rocks within 50 feet of the land surface. [Minn. R. 7090] 25.3 "Aerial radius measurement" means the shortest straight line distance measurement between the point of stormwater discharge from a project construction site to the nearest edge of the water body receiving the stormwater. This measurement does not follow the meander flow path. [Minn. R. 7090] 25.4 "Best Management Practices (BMPs)" means the most effective and practicable means of erosion prevention and sediment control, and water quality management practices that are the most effective and practicable means of to control, prevent, and minimize degradation of surface water, including avoidance of impacts, construction -phasing, minimizing the length of time soil areas are exposed, prohibitions, pollution prevention through good housekeeping, and other management practices published by state or designated area -wide planning agencies. [Minn. R. 7090] 25.5 "Common Plan of Development or Sale" means one proposed plan for a contiguous area where multiple separate and distinct land -disturbing activities may be taking place at different times, on different schedules, but under one proposed plan. One plan is broadly defined to include design, permit application, advertisement or physical demarcation indicating that land -disturbing activities may occur. [Minn. R. 7090] 25.6 "Construction Activity" means activities including clearing, grading, and excavating, that result in land disturbance of equal to or greater than one acre, including the disturbance of less than one acre of total land area that is part of a larger common plan of development or sale if the larger common plan will ultimately disturb equal to or greater than one acre. This includes a disturbance to the land that results in a change in the topography, existing soil cover, both vegetative and nonvegetative, or the existing soil topography that may result in accelerated stormwater runoff that may lead to soil erosion and movement of sediment. Construction activity does not include a disturbance to the land of less than five acres for the Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N R100001 Page 19 of 21 purpose of routine maintenance performed to maintain the original line and grade, hydraulic capacity, and original purpose of the facility. Routine maintenance does not include activities such as repairs, replacement and other types of non -routine maintenance. Pavement rehabilitation that does not disturb the underlying soils (e.g., mill and overlay projects) is not construction activity. [Minn. R. 7090] 25.7 "Dewatering" means the removal of surface or ground water to dry and/or solidify a construction site to enable construction activity. Dewatering may require a Minnesota Department of Natural Resources water appropriation permit and, if dewatering water is contaminated, discharge of such water may require an individual MPCA NPDES/SDS permit. [Minn. R. 7090] 25.8 "Energy Dissipation" means methods employed at pipe outlets to prevent erosion caused by the rapid discharge of water scouring soils. [Minn. R. 7090] 25.9 "Erosion Prevention" means measures employed to prevent erosion such as soil stabilization practices, permanent cover or construction phasing. [Minn. R. 7090] 25.10 "General Contractor" means the party who signs the construction contract with the owner to construct the entire project described in the final plans and specifications. Where the construction project involves more than one contractor, the general contractor is the party responsible for managing the entire project on behalf of the owner. In some cases, the owner is the general contractor. In these cases, the owner signs the permit application as the operator and becomes the sole permittee. [Minn. R. 70901 25.11 "Groundwater" means the water contained below the surface of the earth in the saturated zone including, without limitation, all waters whether under confined, unconfined, or perched conditions, in near surface unconsolidated sediment or regolith, or in rock formations deeper underground. [Minn. R. 7060] 25.12 "Homeowner Fact Sheet" means an MPCA fact sheet available on the MPCA Construction Stormwater website for permittees to give to homeowners at the time of sale. [Minn. R. 70901 25.13 "Infeasible" means not technologically possible or not economically practicable and achievable in light of the best industry practices. [Minn. R. 7090] 25.14 "Initiated immediately" means taking an action to commence soil stabilization as soon as practicable, but no later than the end of the work day, following the day when the land -disturbing activities temporarily or permanently cease, if the permittees know that construction work on that portion of the site will be temporarily ceased for 14 or more additional calendar days or 7 calendar days where item 23.9 applies. Permittees can initiate stabilization by: a. prepping the soil for vegetative or non -vegetative stabilization; or b. applying mulch or other non -vegetative product to the exposed soil area; or c. seeding or planting the exposed area; or d. starting any of the activities in a - c on a portion of the area to be stabilized, but not on the entire area; or e. finalizing arrangements to have stabilization product fully installed in compliance with the applicable deadline for completing stabilization. [Minn. R. 70901 25.15 "Impervious Surface" means a constructed hard surface that either prevents or retards the entry of water into the soil and causes water to run off the surface in greater quantities and at an increased rate of flow than prior to development. Examples include rooftops, sidewalks, driveways, parking lots, and concrete, asphalt, or gravel roads. Bridges over surface waters are considered impervious surfaces. [Minn. R. 7090] 25.16 "National Pollutant Discharge Elimination System (NPDES)" means the program for issuing, modifying, revoking, reissuing, terminating, monitoring, and enforcing permits under the Clean Water Act, as amended (33 U.S.C. 1251 et seq. Section 1342 and 40 CFR parts 122, 123, 124 and 450). [Minn. R. 7090] 25.17 "Natural Buffer" means an area of undisturbed cover surrounding surface waters within which construction activities are restricted. Natural buffer includes the vegetation, exposed rock, or barren ground that exists prior to commencement of earth -disturbing activities. [Minn. R. 70901 25.18 "Normal Wetted Perimeter" means the area of a conveyance, such as a ditch or channel, that is in contact with water during flow events that are expected to occur from a two-year, 24-hour storm event. [Minn. R. 7090] "Notice of Termination (NOT)" means the form (electronic or paper) required for terminating coverage 25.19 under the Construction General permit. [Minn. R. 70901 Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N R100001 Page 20 of 21 25.20 "Operator" means the person (usually the general contractor), firm, governmental agency, or other entity designated by the owner who has day to day operational control and/or the ability to modify project plans and specifications related to the SWPPP. The permit application must list the operator as a permittee. Subcontractors hired by and under supervision of the general contractor are not operators. [Minn. R. 7090] 25.21 "Owner" means the person, firm, governmental agency, or other entity possessing the title of the land on which the construction activities will occur or, if the construction activity is for a lease, easement, or mineral rights license holder, the party or individual identified as the lease, easement or mineral rights license holder; or the contracting government agency responsible for the construction activity. [Minn. R. 7090] 25.22 "Permanent Cover" means surface types that will prevent soil failure under erosive conditions. Examples include: gravel, concrete, perennial cover, or other landscaped material that will permanently arrest soil erosion. Permittees must establish a uniform perennial vegetative cover (i.e., evenly distributed, without large bare areas) with a density of 70 percent of the native background vegetative cover on all areas not covered by permanent structures, or equivalent permanent stabilization measures. Permanent cover does not include temporary BMPs such as wood fiber blanket, mulch, and rolled erosion control products. [Minn. R. 7090] 25.23 "Permittees" means the persons, firm, governmental agency, or other entity identified as the owner and operator on the application submitted to the MPCA and are responsible for compliance with the terms and conditions of this permit. [Minn. R. 7090] 25.24 "Project(s)" means all construction activity planned and/or conducted under a particular permit. The project occurs on the site or sites described in the permit application, the SWPPP and in the associated plans, specifications and contract documents. [Minn. R. 7090] 25.25 "Public Waters" means all water basins and watercourses described in Minn. Stat. Sect. 103G.005 subp. 15. [Minn. R. 7090] 25.26 "Redoximorphic Features" means a color pattern in soil, formed by oxidation and reduction process of iron and/or manganese in seasonally saturated soil. [Minn. R. 70901 25.27 "Section" includes all item numbers of the same whole number. For example, "Section 3" of the permit refers to items 3.1 through 3.8. [Minn. R. 7090] 25.28 "Seasonally Saturated Soil" means the highest seasonal elevation in the soil in a reduced chemical state because of soil voids filled with water causing anaerobic conditions. Seasonally saturated soil is evidenced by the presence of redoximorphic features or other information determined by scientifically established methods or empirical field measurements. [Minn. R. 7090] 25.29 "Sediment Control" means methods employed to prevent suspended sediment in stormwater from leaving the site (e.g. silt fences, compost logs and storm drain inlet protection). [Minn. R. 7090] 25.30 "Stabilize", "Stabilized", "Stabilization" means the exposed ground surface has been covered by appropriate materials such as mulch, staked sod, riprap, erosion control blanket, mats or other material that prevents erosion from occurring. Grass seeding, agricultural crop seeding or other seeding alone is not stabilization. Mulch materials must achieve approximately 90 percent ground coverage (typically 2 ton/acre). [Minn. R. 7090] "Stormwater" means precipitation runoff, stormwater runoff, snowmelt runoff, and any other surface 25.31 runoff and drainage. [Minn. R. 7090] 25.32 "Steep Slopes" means slopes that are 1:3 (V:H) (33.3 percent) or steeper in grade. [Minn. R. 7090] 25.33 "Storm Water Pollution Prevention Plan (SWPPP)" means a plan for stormwater discharge that includes all required content under in Section 5 that describes the erosion prevention, sediment control and waste control BMPs and permanent stormwater treatment systems. [Minn. R. 7090] 25.34 "Surface Water or Waters" means all streams, lakes, ponds, marshes, wetlands, reservoirs, springs, rivers, drainage systems, waterways, watercourses, and irrigation systems whether natural or artificial, public or private, except that surface waters do not include stormwater treatment systems constructed from upland. This permit does not consider stormwater treatment systems constructed in wetlands and mitigated in accordance with Section 22 as surface waters. [Minn. R. 70901 25.35 "Waters of the State" (as defined in Minn. Stat. Sect. 115.01, subp. 22) means all streams, lakes, ponds, Permit issued: August 1, 2018 Permit expires: July 31, 2023 M N R100001 Page 21 of 21 marshes, watercourses, waterways, wells, springs, reservoirs, aquifers, irrigation systems, drainage systems and all other bodies or accumulations of water, surface or underground, natural or artificial, public or private, which are contained within, flow through, or border upon the state or any portion thereof. [Minn. Stat. 115.01, Subp. 22] 25.36"Water Quality Volume" means one (1) inch of runoff from the net increase in impervious surfaces created by the project (calculated as an instantaneous volume). [Minn. R. 7090] 25.37 "Wetlands" (as defined in Minn. R. 7050.0186, subp. 1a.B.) means those areas that are inundated or saturated by surface water or groundwater at a frequency and duration sufficient to support, and under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions. Wetlands generally include swamps, marshes, bogs, and similar areas. Constructed wetlands designed for wastewater treatment are not waters of the state. Wetlands must have the following attributes: a. a predominance of hydric soils; and b. inundated or saturated by surface water or groundwater at a frequency and duration sufficient to support a prevalence of hydrophytic vegetation typically adapted for life in a saturated soil condition; and c. under normal circumstances support a prevalence of such veeetation. [Minn. R. 7050.0186. SUbp. 1a.Bl APPENDIX D County Soil Survey Geotechnical Report Atlas 14 Rainfall Depth Table Surface Waters Map 3 Soil Map—Wright County, Minnesota 3 o v `o 437600 437700 437800 437900 438000 438100 438200 438300 438400 438500 45° 18' 4" N 45° 18' 4" N � a •- � Ookf ^ 11 - lid aU th.iiscab 45° 1741" N I • 45° 1741" N 437500 437600 437700 437800 437900 438000 438100 438200 438300 435400 438500 3 3 Map Scale: 1:4,960 if printed on A landscape (11" x 8.5") sheet. Meters N0 50 100 200 300 m Feet 0 200 400 800 1200 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 15N WGS84 UsDA Natural Resources Web Soil Survey 7/1/2022 lim Conservation Service National Cooperative Soil Survey Page 1 of 3 0 Z LU 0 LU J a CL E 0 U L a ° 'o (n y @ O UO Co U ? EO) CL @ as @ N Eo E C y ° 0 O 93 mO- O C a N m L o E M Q > w o c > Q C ° co a c -a n a T Q LO.m O 91 y E . E nO ° 9s 91 .L m E C H y cri N y (n 9°inE� E ° ° c p ° a C, O N C O U c LU E .-0 . N M N w O O N N n O) 9s CL N O Z � 7 > o ° U) n _a O U m 0 O N Ch @ m � L h ° w m > y 3 c 9) E U)> Q � E OO -° -° CA Q_ cu O O E _ V N ° 7 N a N 91 C _0 U')O ` di a (n E m V).0 0 N ° Z O � ani C7 Za Oo CagN E �a Q 0 U) a N:2 9) N >i a O > m E 0 w mm(Do23L9s° L M L 'o °' to C, Q N c 0 0 0 L L) v@ °y c o w 3 stn m o fl u;Co 3 i T O U O L CL O co E T N E O u°i Z O(D@ 0 O O W n O c E? J 3 v, v o— - a V o .y0.. m cy9.0 o c5 C a y > O O 3 0 N w 3 3 J O N L.2 U) y C Q C CoN > > N L y .� L O Q ° @ ZEEa>iamo L U :CP03 N y 00)) -M id @ ° O m O N O :t:! -0 D O* d ;, l a [ T 2 (n a? o E N 7 U 7 .L 7 0 N a m a E o �E N 3 -9s U In .2 .2 .0 C m 00 > �Q 3 >' a0 9) 00 m �a N al m N j L O i O_ 2 N U O_ w y �� � O w N E f09 � UL E (n�U aaQ M H 0 (n (n <n 0 H 0 S N M N w O O N N n O) 9s CL N O Z � 7 > o ° U) n _a O U m 0 i y CL 6 c cc LL U m - t a rn N N a m N N O N a C J O N O O N L o CL O Z N L_ y L4 N l `o m U m U) In O _ M CO O W c Z) J Q a O* d ;, l a [ � � m N C o y w a m� o 9 o 0 Q ca U) Z; a J a w E Z m a 3 m'o N a ° a ° a 1O CL A N a t6 N (LQ U N Ci c O C 2 O o o w � o U) N O LL 3 3 O T U N N > N > = 'o a N t i O N BOJ N U N T 2 > O Y O N a N d Q .O •O fn fn •� lA C O '0 m Z5 N m U O U (i0 U 2 C7 N J N J co C_ N O a O a' (0 (A (0 co N fA C (A "O U) O U) m a c R CL Q M N M N w O O N N n O) 9s CL N O Z � 7 > o ° U) n _a O U m 0 Soil Map—Wright County, Minnesota Map Unit Legend usDA Natural Resources Web Soil Survey 7/1/2022 Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 260 406 Duelm loamy sand, 0 to 2 percent slopes 0.1 85.2 0.1% 93.2% Dorset sandy loam, 0 to 2 percent slopes 1377E Dorset -Two Inlets complex, 20 to 35 percent slopes 6.1 6.7% Totals for Area of Interest 91.3 100.0% usDA Natural Resources Web Soil Survey 7/1/2022 Conservation Service National Cooperative Soil Survey Page 3 of 3 AMERICAN ENGINEERING TESTING PRELIMINARY REPORT OF GEOTECHNICAL EXPLORATION W I HA Tool East 7th Street & Ramsey Street Monticello, Minnesota AET Project P- 38 pared for: Kinghorn Construction American Engineering Testing 5548 Barthel Industrial Drive NE, Suite 500 Albertville, MN 55301 TeamAET.com • 800.792.6364 June 27, 2022 Kinghorn Construction 21830 Industrial Court Rogers, Minnesota 55374 Attn I:1d John Kinghorn Preliminary Geotechnical Exploration WIHA Tool East 7th Street & Ramsey Street, Monticello, Minnesota AET Report No. P-0013389 American Engineering Testing, Inc. (AET) is please exploration program and preliminary geotechnical e in Monticello, Minnesota. These services were 2022. We are submitting one electronic (.pdf) Please contact me if you arranging construction obi, Sincerely, 14 American Engineering T delman Geologist kbeidelman@teamAET.com Mobile: (763) 244-5413 AMERICAN ENGINEERING TESTING ults of our subsurface ew r your WI HA Tool project on your request on May 18tH can also be contacted for 5548 Barthel Industrial Drive NE, Suite 500 1 Albertville, MN 55301 Phone (651) 659-9001 1 (800) 972-6364 1 Fax (651) 659-1379 1 teamAET.com I AA/EEO This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc. Prepared for: Kinghorn Construction 21830 Industrial Court Rogers, Minnesota 55374 Attn: John Kinghorn Authored by: Kevin B. Beidelman Geologist I AMERICAN ENGINEERING TESTING SIGNATURE PAGE Prepared ng Testing, Inc. rial Drive NE, Suite 500 *301 eamAET.com Reviewed by: Robert J. Olson, PE (MN) Branch Manager 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 Minnesota Statute Section 326.02 to 326.15 Name: Robert J. Olson Date: June 27, 2022 License #: 45023 5548 Barthel Industrial Drive NE, Suite 500 1 Albertville, MN 55301 Phone (651) 659-9001 1 (800) 972-6364 1 Fax (651) 659-1379 1 teamAET.com I AA/EEO This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc. Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AAMERICAN AET Report No. P-0013389 E—NEER NG TEST — TABLE OF CONTENTS Page 1.0 INTRODUCTION...............................................................................................................1 2.0 SCOPE OF SERVICES.....................................................................................................1 3.0 PROJECT INFORMATION................................................................................................1 4.0 SUBSURFACE EXPLORATION AND TESTING...............................................................2 4.1 Field Exploration Program.........................................................................................................2 4.2 Laboratory Testing................................................................................................................... 2 5.0 SITE CONDITIONS .............................................. ................................................. 2 5.1 Surface Observations ............................................. .................................................. 2 5.2 Subsurface Soils/Geology........................................ ............................................ 2 5.3 Groundwater..................................................... .......................................................... 3 6.0 RECOMMENDATIONS .............................. ....... ................................................. 3 6.1 Approach Discussion ........................... ... .... ............................................................ 3 6.2 Building Grading ............................ 6.3 Foundation Design........ ....... 6.4 Floor Slab Design .. ................. •.....• 6.5 Exterior Building illing............... ...... 6.6 Utilities ....................... ...... 6.7 Pavements ..................... 7.0 CONSTRUCTION CONSIDE ......................................................... 4 ......................................................... 5 ......................................................................... 6 ......................................................................... 6 ..................................................... 7 F........................................................................................ 8 ONS...........................................................................11 7.1 Potential Difficulties.................................................................................................................. 11 7.2 Excavation Backsloping........................................................................................................... 12 7.3 Observation and Testing.......................................................................................................... 12 8.0 ASTM STANDARDS........................................................................................................12 9.0 LIMITATIONS.................................................................................................................. 12 Page ii Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AET Report No. P-0013389 STANDARD SHEETS Floor Slab Moisture/Vapor Protection Basement/Retaining Wall Backfill and Water Control Freezing Weather Effects on Building Construction Definitions Relating to Pavement Construction APPENDIX A — Geotechnical Field Exploration and Testing Boring Log Notes Unified Soil Classification System Figure 1 - Boring Locations Subsurface Boring Logs APPENDIX B — Geotec AA MERICAN Page iii Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AAMERICAN AET Report No. P-0013389 E—NEER NG TEST — 1.0 INTRODUCTION You are proposing to construct a new building for WIHA Tool at a site along East 7' Street in Monticello, Minnesota. To assist planning and design, you have authorized American Engineering Testing, Inc. (AET) to conduct a subsurface exploration program at the site, conduct soil laboratory testing, and perform a preliminary geotechnical engineering review for the project. This report presents the results of the above services and provides our engineering recommendations based on this data. 2.0 SCOPE OF SERVICES AET's services were performed according to you qu on May 18, 2022, which you authorized on May 24, 2022. The authorized scope c o following. • Drilling 5 standard penetration test borings • Performing soil laboratory testing. • Performing a geotechnical engineerin evi on the data and preparing this report. These services are intende ec I purposes only. The scope is not intended to explore for the presence tient of ' on tal contamination in the soil or groundwater. 3.0 PROJECT INFOIWTION We understand that you plan o ct a new WIHA Tool building at 7t" Street East and Ramsey Street in Monticello, Mia. The proposed building will be a single -story slab on grade, precast concrete structure. wilding load information was not provided; however, based on our experience with similar buildings, we assume wall loads will not exceed 4 to 6 kips per foot and column loads will be 150-200 kips or less. We also assume floor loads to be approximately 150 pounds per square foot (psf). The loading information, building finished floor slab elevation, and structure type will be confirmed prior to issuing our final report. Our foundation design assumptions include a minimum factor of safety of 3 with respect to the ultimate bearing capacity. We assume the structure will be able to tolerate total settlements of up to 1 inch, and differential settlements over a 30 -foot distance of up to 1/2 inch. The above stated information represents our understanding of the proposed construction. This information is an integral part of our engineering review. It is important that you contact us if Page 1 of 12 Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AET Report No. P-0013389 AMERICAN there are changes from that described so that we can evaluate whether modifications to our recommendations are appropriate. 4.0 SUBSURFACE EXPLORATION AND TESTING 4.1 Field Exploration Program The subsurface exploration program conducted for the project consisted of 5 standard penetration test borings. AET in conjunction with the client determined the number of borings, boring locations, and boring depths. The logs of the borings and details of the methods used appear in Appendix A. The logs contain information concerning soil layering, soil classification, geologic origins, and moisture condition. A density de rikr consistency is also noted for the natural soils, which is based on the standard pen�tiostance (N -value). The boring locations are shown on Figure 1 in Appen by AET personnel by taping from nearby site feat field by AET personnel using an engineer's le . T floor slab at the southeast entrance of the _e inai assigned elevation of 100.0 feet information be supplied to us to datum or NGVD. 4.2 Laboratory T The laboratory test prograI A on the individual boring log the data sheets following the 5.0 SITE CONDITIONS 5.1 Surface Observations located in the field tions were measured in the reference was the existing Win the adjacent west lot, with an e final report, we ask that site civil our boring elevations to the job site 1 content testing. The test results appear in Appendix the samples upon which they were performed, or on The area is currently an agricultural plot. The site slopes downward from east to west. Elevations at our soil borings ranged from 100.9 feet at Boring SB -5 down to 96.7 feet at Boring SB -1. 5.2 Subsurface Soils/Geology 5.2.1 General Profile The site geology consists of topsoil overlying the naturally deposited alluvial sands. Additional information on the soil layers encountered is outlined below. Page 2 of 12 Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AET Report No. P-0013389 5.2.2 Topsoil AMERICAN E-NEERING T -1 - Topsoil was encountered at the surface of all borings. The topsoil extended to depths of about 1/2 to 1'/2 feet beneath existing grade. The topsoil consists primarily of silty sand and clayey sand with various amounts of organics and trace roots. These soils are slow to moderately slow draining and at least moderately susceptible to freeze -thaw movements. Due to the presence of the organic fines, we judge these soils to be moderately compressible. 5.2.2 Alluvial Soils Coarse alluvial soils were encountered in all of the soil borings beneath the topsoil. These soils were classified as sands, silty sands, and sands with silt w' various amounts of gravel. These soils had N -values ranging from 8 to 35 blows per fo lWluvial soils are judged to have moderate strength and moderately low compressibili T fast draining and are judged to have low to slight frost susceptible when they are im ed b zj&g temperatures. 5.3 Groundwater Groundwater was not encountered in any of t borings terminated in free draining sand" explored by our borings. C rainfall and snow melt amou 6.0 RECOMMEND 6.1 Approach Discus Lthe` lime they were drilled. As the Hater level to be below the depth ue to varying seasonal and annual Based on the soil conditions end at our boring locations and on the preliminary design information that is available, it is o pinion that the building can be supported on conventional spread footings after removing the topsoil to the underlying alluvial soils and placing engineered fill to attain building subgrade elevation. We recommend that full-time observation and testing services be provided by a Geotechnical Engineer/Technician during stripping of the near surface soils and excavation of the previously placed fill with observation of all exposed soils prior to placing new fill or concrete. Details of our recommendations for site preparation are as follows. Page 3 of 12 Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AET Report No. P-0013389 6.2 Building Grading 6.2.1 Excavation AMERICAN E-NEERING T -1 - To prepare the building area for foundation and slab support, we recommend complete excavation of the topsoil thereby exposing the alluvial soils. This would result in excavation depths at the boring locations as shown in Table 6.2.1. Table 6.2.1 — Recommended Excavation Depths * Rounded to the nearest % foot The depth/elevation indicated in Table is ba e soil condition at the specific boring location. Since conditions wi y the boring location, it is recommended that AET geotechnical personnel o e and rm ompetency of the soils in the entire excavation bottom prior to new fill oting place t. Where the excavation exte elow ndation grade, the excavation bottom and resultant engineered fill system must b ed laterally beyond the planned outside edges of the foundations to properly support the ds exerted by that foundation. This excavation/engineered fill lateral extension should at least be equal to the vertical depth of fill needed to attain foundation grade at that location (i.e., 1:1 lateral oversize). Prior to placing fill soils above the naturally deposited coarse alluvial soils, we recommend the soils be surface compacted to improve density and provide a more consistent subgrade condition. We recommend the soils be compacted by a self-propelled roller having a minimum drum diameter of 3 feet. The compactor should make at least 8 passes over the entire excavation bottom in perpendicular directions (e.g. 4 passes east -west and 4 passes north - south) before beginning fill placement. The sand base soils may need to be wetted prior and during compaction. Page 4 of 12 Approximate Surface Elevation Excavation Depth Boring Location Excavation Elevation (ft) (ft) (ft)* 1 96.7 95'/2 2 99.8 98'/2 3 99.0 98 4 97.6 1'/2 96 5 100.9 100'/2 * Rounded to the nearest % foot The depth/elevation indicated in Table is ba e soil condition at the specific boring location. Since conditions wi y the boring location, it is recommended that AET geotechnical personnel o e and rm ompetency of the soils in the entire excavation bottom prior to new fill oting place t. Where the excavation exte elow ndation grade, the excavation bottom and resultant engineered fill system must b ed laterally beyond the planned outside edges of the foundations to properly support the ds exerted by that foundation. This excavation/engineered fill lateral extension should at least be equal to the vertical depth of fill needed to attain foundation grade at that location (i.e., 1:1 lateral oversize). Prior to placing fill soils above the naturally deposited coarse alluvial soils, we recommend the soils be surface compacted to improve density and provide a more consistent subgrade condition. We recommend the soils be compacted by a self-propelled roller having a minimum drum diameter of 3 feet. The compactor should make at least 8 passes over the entire excavation bottom in perpendicular directions (e.g. 4 passes east -west and 4 passes north - south) before beginning fill placement. The sand base soils may need to be wetted prior and during compaction. Page 4 of 12 Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AMERICAN AET Report No. P-0013389 E��,NEER,NG rEsr NQ 6.2.2 Fill Placement and Compaction Fill placed to attain grade for foundation and floor support should be compacted in thin lifts, such that the entire lift achieves a minimum compaction level of 98% of the standard maximum dry unit weight per ASTM:D698 (Standard Proctor test). Fill soils should be placed and compacted at water contents within ±3% of the respective optimum water contents, based on the respective Standard Proctor tests in lifts of 8 inches or less. Some drying or wetting of the fill may be needed at the time of placement. We recommend that the onsite coarse alluvium sands be used as fill. If fill is imported it should be similar to the onsite soils, meeting a classification of (S�) or (SP -SM) Frozen soils should not be used as fill and fill should If there are areas where fill is placed on slopes, we (benches cut parallel to the slope contour) prior where slopes are steeper than 4:1 (H: V). Please refer to the standard data for Structural Support" for ge foundation support. Also Construction" for gener rma 6.3 Foundation Desi end over frozen soils. Muting the sloped surface II. Benching is recommended f thi eport titled "Excavation and Refilling Zg excavation and fill placement for !d "Freezing Weather Effects on Building grading and construction during the winter. The structures can be suppoRWo2oFhventional spread foundations placed on the natural coarse alluvium, or newly comp fill. We recommend perimeter foundations for heated building space is placed such that the bottom is a minimum of 48 inches below exterior grade. We recommend foundations for unheated building space (such as canopy foundations) be extended to a minimum of 60 inches below exterior grade. Based on the conditions encountered, it is our opinion the building foundations can be designed based on a net maximum allowable soil bearing pressure of 3,500 psf. The footings should have a minimum width of 24 inches for strip footings and 36 inches for column footings to avoid disproportionally small footing sizes. It is our judgment this design pressure will have a factor of safety of at least 3 against the ultimate bearing capacity. We judge that total settlements under this loading should not exceed 1 inch. We also judge that differential settlements of conditions depicted by the borings should not exceed '/2 inch. The foundation base surfaces should be compacted with a vibrating plate compactor prior to reinforcement and concrete placement. Page 5 of 12 Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AAMERICAN AET Report No. P-0013389 E—NEER NG TEST — 6.4 Floor Slab Design After completion of the earthwork recommended in Section 6.2, it is our judgement that the floor slab can be supported by the new compacted granular fill soils or on the naturally deposited coarse alluvial sands. The backfill around the foundations and interior utility trenches should be placed in thin lifts, with each lift compacted using vibratory or impact equipment, to at least 95% of the standard maximum dry unit weight per ASTM: D698. The fill should be placed in lifts thin enough (normally about 8 inches or less) to attain the specified compaction level throughout the entire lift thickness. For constructability purposes, we recommend placem base (meeting MnDOT Specification 3138) immed designing the floor slab using a Modulus of Subgrade at least 5 inches of aggregate base. If less than 5 incl value of 180 pci should be used for slab design. recycled materials containing bituminous sh environmental considerations. For recommendations pertainin n you to the attached standa most floor covering inst require slab for warranty purpo 6.5 Exterior Building Belli and 5 inches of Class 5 aggregate N the floor. We recommend lu of 225 pci if placed on 'q of is constructed, a k- ,uld be natural crushed gravel; telow interior floor slabs for AIRWotection of interior floor slabs, we refer r Slab Moisture/Vapor Protection." Typically, arder to be placed directly below the concrete All backfill placed around the founlhs should be compacted to at least 95% of their respective Standard Proctor maximum dry densities. In the upper 3 feet of pavement subgrades, compaction should be increased to 100%. Fill soils should be placed and compacted at water contents within ±3% of the respective optimum water contents, based on the respective Standard Proctor tests. The on-site silty sand soils are moderately frost -susceptible and may cause some freeze -thaw movements of exterior slabs, sidewalks, and stoops above them. Constructing a layer of NFS (non -frost susceptible) sand beneath exterior entrances, sidewalks, and stoops will reduce heaving and associated trip hazards. Sand with less than 5% passing the No. 200 sieve (by weight) and less than 50% passing the No. 40 sieve (by weight) would be considered NFS sand. The onsite sands classified as (SP) or (SP -SM) would also be considered Page 6 of 12 Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AET Report No. P-0013389 AAMEMICAN E-NEERING T -1 - acceptable. There should be tapered transition zones between the frost susceptible and non - frost susceptible soils, and subsurface drainage will be required at the base of the NFS sand section. Subsurface drainage would also be supplied if the NFS sand connects to the naturally deposited coarse alluvial soils. Over the life of the slabs and pavements, cracks will develop, and joints will open, 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. 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 r here construction joints occur, and where shrinkage cracks develop. For further details, we refer you to the attached she 'tied ` g Weather Effects on Building Construction." 6.6 Utilities Based on the conditions encountered at alluvial soils to be suitable to provide a>q present at the trench botto th layer should be placed b h the pi removal of any cobbles ders in the t the potential for the devel nt of poi the pipe design. bori Ioc ns, we judge the inorganic coarse to su r utility construction. If silty soils are ranular Bedding (MnDOT Specification 3149.F) e support uniformity. We also recommend the bo toms prior to utility installation. This will reduce ds on the pipe that would not be accounted for in Please refer to the attached stMdard sheet entitled "Utility Excavation Backfilling" and "Bedding/Foundation Support of Buried Pipe" for additional details regarding utility bedding and utility backfilling. 6.6.1 Trench Backfill The excavated non-organic soils can be used as backfill for the new utility trenches. Excavated organic soils should not be used as backfill below pavements. Review of our borings indicates that the trench backfill will primarily consist of sands, silty sands, and sands with silt. Failure to compact the trench backfill to the recommended compaction levels could result in excessive settlement of pavements over the trench. Utility trench backfill should be placed per the requirements of MnDOT Specification 2106.3G.1 Page 7 of 12 Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AET Report No. P-0013389 AA MERICAN E-NEERING TE -1 - (Specified Density Method). The backfill soils should be placed in a maximum lift thickness of 10 inches or less for the sand soils and 8 inches or less for the silty soils. This specification requires all backfill soils placed within an excavation trench be compacted to a minimum of 100% of the standard maximum dry unit weight defined in ASTM: D698 (Standard Proctor test). Consideration can be given to modifying the project specifications to allow for a reduced minimum compaction level of 95% of the standard maximum dry unit weight to be used below the critical subgrade zone (upper 3 feet of subgrade). Backfill soils placed in the upper 3 feet of the subgrade should be compacted at a water content between 65% to 102% of the standard optimum water content. The moisture content below the upper 3 -foot zone shall be from 65% to 115% of the standard optimum water content. We recommend that metallic utilities granular bedding materials can be placed compl dissimilar materials from contacting the pipe. The have low corrosion potential; however, in our opj utilities from corrosion. 6.7 Pavements 6.7.1 Subgrade Prepara ion from corrosion. The pipe to aid in preventing W& site are considered to To protect buried metallic In the pavement areas, comm stri the surface vegetation and surficial organic soils, and any unstable oft silty soil m t upper 3 feet of the pavement subgrade. Our borings indicate that silty , sand, an and with silt soils will likely comprise the pavement subgrade. If silty soils are unter the pavement excavation should also extend deep enough to allow for the place minimum 12 -inch thick sand subbase layer below the Class 5 base aggregate. The onsi ands classified as (SP) or (SP -SM) would be suitable for use as the sand subbase and would be considered to be the sand subbase if at subgrade elevation. In addition to providing pavement support, the 12 -inch thick sand subbase layer will also assist in reducing periods of saturation, and reduces the detrimental effects of differential frost heaving and subsequent thawing. Without constructing the sand subbase, the variety of subgrade soils expected at the proposed subgrade elevations will heave and thaw at different rates and magnitudes, which may result in localized weak pavement areas and reduced service life. We recommend using Select Granular Material Modified 5% (MnDOT Spec. 3149.2.13, Table 3149.2- 1) as sand subbase material. The sand subbase should have no more than 5% (by weight) passing the #200 sieve and no more than 50% passing the #40 sieve. The naturally deposited on site sands classified as (SP) and (SP -SM) could be used as a sand subbase. Page 8 of 12 Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AET Report No. P-0013389 AAMEMICAN E-NEERING T -1 - After stripping the vegetation and any topsoil as needed, and subcutting soft or unstable soils, and before placing new fill, we recommend that the exposed soils be evaluated for stability by test rolling. Due to the anticipated granular nature of the subgrade, proof rolling may be to be performed with a construction equipment such as a bucket loaded rubber tire end loader. Dump trucks could rut the subgrade and should not be used for the test roll. Unstable soils found during the test roll should be subcut and replaced, or be scarified, dried and compacted until a passing test roll is achieved. For the sand soils some wetting may be required if they are in a dry condition. We recommend that all new fill placed within 3 feet compacted to at least 100% of the Standard Proctor fill should be similar to the existing subgrade soils depths more than 3 feet below the subgrade, the degr4 The fill should be placed in lifts thin enough to attain the the entire lift thickness. This normally requires inches thick. This also applies to the sand subse 6.7.2 Subsurface Drainage If silty subgrade soils are p sand subbase to avoid wn installed below the placing short segments o elevations (referred to as underlying naturally deposited he top of subgrade elevation be krynsity (ASTM: D698). The and or sand with silt. At uacan be reduced to 95%. L'fled compaction level throughout laced in loose lifts less than 8 tilit7'backfill in pavement areas. ust be provided for the recommended \formation of ice lenses. Draintiles should be Mtrating water. This can be accomplished by lines which are connected to catch basins at lower The sand subbase can also be drained to the Where the pavement is relatively level, and finger drains are not frequent, we recommend placing a series of longer parallel drainage lines through the level area to better remove infiltrating water. The final slope/shape of the silty soils below the sand subbase layer should promote water movement to the draintile lines. 6.7.3 Section Thicknesses We are presenting pavement thickness recommendations based on two potential traffic situations: light duty and heavy duty. The light duty design refers to parking areas which are intended only for automobiles and passenger trucks/vans. The heavy duty design is intended for drive lane pavements which will experience heavier truck traffic (9 -ton to 10 -ton design load), such as delivery trucks, garbage trucks, and snow plows. These recommendations can be revised, if needed, when traffic count frequency and specific use requirements are known. Page 9 of 12 Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AET Report No. P-0013389 Table 6.7.3 — Pavement Thickness Recommendations AMERICAN E-NEERING T -1 - *Recommended Asphalt Bin PG 58 silty subgrade is present. The above recommended ion thi se uld provide a minimum thickness of 3'/2 inches for light duty and 4 inc for the heav ty, counting for industry placement methods and allowed tolerances of '/4 1 ha lift. In r opinion, for long term performance, the pavement structure should not have Ie n the en minimum thicknesses. Imported aggregate base should riblet the gradation and quality requirements for Class 5, 5Q, or 6 per MnDOT Spec. 3138. The base can be crushed limestone or recycled material. Aggregate base placement and compaction should be performed according to MnDOT Spec. 2211. All aggregate base material should be tested for compaction using the Penetration Index Method per MnDOT Spec. 2211.3.D.2.c. After the aggregate base course has been placed, compacted, and tested, it is the Contractor's responsibility to maintain the base in a suitable condition for paving. If the subgrade becomes saturated after testing, it may be rendered unsuitable for paving due to softness and instability. This would require remedial action before the pavement can be placed. The bituminous materials should meet appropriate MnDOT 2360 specifications. The bituminous pavement materials should be compacted to the specified density. The use of Recycled Asphalt Page 10 of 12 Section Thickness (inches) and Design Mix Light Duty Heavy Duty Areas Pavement Course (Automobile Traffic Only) 2 - (Mix: 2 - (Mix: Bituminous Wear SPWEA330F*) SPWEA340F*) Bituminous Base 2 - (Mix: 2'/2 - (Mix: SPWEB340 PNWB330F*) Aggregate Base (MnDOT 3138 — 100% 6 8 Crushed Sand Subbase** 12 AMERICAN E-NEERING T -1 - *Recommended Asphalt Bin PG 58 silty subgrade is present. The above recommended ion thi se uld provide a minimum thickness of 3'/2 inches for light duty and 4 inc for the heav ty, counting for industry placement methods and allowed tolerances of '/4 1 ha lift. In r opinion, for long term performance, the pavement structure should not have Ie n the en minimum thicknesses. Imported aggregate base should riblet the gradation and quality requirements for Class 5, 5Q, or 6 per MnDOT Spec. 3138. The base can be crushed limestone or recycled material. Aggregate base placement and compaction should be performed according to MnDOT Spec. 2211. All aggregate base material should be tested for compaction using the Penetration Index Method per MnDOT Spec. 2211.3.D.2.c. After the aggregate base course has been placed, compacted, and tested, it is the Contractor's responsibility to maintain the base in a suitable condition for paving. If the subgrade becomes saturated after testing, it may be rendered unsuitable for paving due to softness and instability. This would require remedial action before the pavement can be placed. The bituminous materials should meet appropriate MnDOT 2360 specifications. The bituminous pavement materials should be compacted to the specified density. The use of Recycled Asphalt Page 10 of 12 Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AET Report No. P-0013389 AAMEMICAN E-NEERING T -1 - Products (RAP) is a cost saving measure that is often suggested, however there will be a higher probability of pavement thermal cracking when RAP is used. We recommend limiting RAP within the upper wear course to a maximum of 10% and in lower courses to a maximum of 20% to reduce thermal cracking. Minimizing the number of mixes and binder oils (PG grades) used on a project is generally more economical. The use of an F -binder oil (PG 58V-34) in the wear layers will reduce rutting caused by turning movements, slow speeds, and starting/stopping traffic. It will also result in less thermal cracking of the pavement and subsequently less maintenance and better long-term pavement performance than mixes that have B -binder oil (PG 58S-28). 6.7.4 Bituminous Pavement Comments The bituminous pavement sections given above However, the Owner should not expect that tl' maintenance. Even if placed and compacted prop pavements will likely experience cracking in 1 expansion and shrinkage. Each of the designsiv maintenance program consisting of p would be implemented. Seal coating prolong pavement life. 7.0 CONSTRUCTI 7.1 Potential Difficulti 7.1.1 Runoff Water in Exca imated life of 20 years. 'last 20 years without BWubgrade conditions, bituminous )rin'Vy due to temperature -related kgsumes that a regularly scheduled -epairing of locally distressed areas rface after 3 to 5 years often helps Water can be expected to collect in the excavation bottom during times of inclement weather or snow melt. To allow observation of the excavation bottom, to reduce the potential for soil disturbance, and to facilitate filling operations, we recommend water be removed from within the excavation during construction. Based on the soils encountered, we anticipate the groundwater can be handled with conventional sump pumping. The water can also be drained to the naturally deposited sand soils at the site. 7.1.2 Disturbance of Soils The on-site soils can be disturbed under construction traffic. If soils become disturbed, they should be subcut to the underlying undisturbed soils. If the subcut soils are silty and are wet, they can be dried and recompacted back into place, or they should be removed and replaced with drier fill. Wetting of the sand soils may be needed if they are in a dry condition prior to Page 11 of 12 Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AAMERICAN AET Report No. P-0013389 E—NEER NG TEST — compaction. 7.1.3 Cobbles and Boulders The soils at this site can include cobbles and boulders. This may make excavating procedures somewhat more difficult than normal if they are encountered. 7.2 Excavation Backsloping If excavation faces are not retained, the excavations should maintain maximum allowable slopes in accordance with OSHA Regulations (Standards 29 CFR), Part 1926, Subpart P, "Excavations" (can be found on www.osha.gov). Even with the requirA sloping, water seepage or surface runoff can potentially induce sideslope erosioApe OSHing which could require slope maintenance. 7.3 Observation and Testing The recommendations in this report are base boring locations. Since the soil conditions ca locations, we recommend on-site obsery construction to evaluate these potential,&A on new fill placed in order to satisfied. A 8.0 ASTM STAND ti conditions found at our test d to'ary away from the soil boring nical engineer/technician during ity testing should also be performed cifications for compaction have been When we refer to an ASTMNth i is report, we mean that our services were performed in general accordance withrd. Compliance with any other standards referenced within the specified standardr inferred nor implied. 9.0 LIMITATIONS Within the limitations of scope, budget, and schedule, we have endeavored to provide our services according to generally accepted geotechnical engineering practices at this time and location. Other than this, no warranty, express or implied, is intended. Important information regarding risk management and proper use of this report is given in Appendix B entitled "Geotechnical Report Limitations and Guidelines for Use." Page 12 of 12 FLOOR SLAB MOISTURE/VAPOR PROTECTION Floor slab design relative to moisture/vapor protection should consider the type and location of two elements, a granular layer and a vapor membrane (vapor retarder, water resistant barrier or vapor barrier). In the following sections, the pros and cons of the possible options regarding these elements will be presented, such that you and your specifier can make an engineering decision based on the benefits and costs of the choices. GRANULAR LAYER In American Concrete Institute (ACI) 302.1R-04, a "base material" is recommended over the vapor membrane, rather than the conventional clean "sand cushion" material. The base layer should be a minimum of 4 inches (100 mm) thick, trimmable, compactable, granular fill (not sand), a so-called crusher -run material. Usually graded from P/2 inches to 2 inches (38 to 50 mm) down to rock dust is suitable. Following compaction, the surface can be choked off with a fine -grade material. We refer you to ACI 302.1R-04 for additional details regarding the requirements for the base material. In cases where potential static water levels or significant perched water sources appear near or above the floor slab, an under floor drainage system may be needed wherein a draintile system is placed within a thicker clean sand or gravel layer. Such a system should be properly engineered depending on subgrade soil types and rate/head of water inflow. The need for a vapor membrane depends on whether the floor sla i vapor sensitive covering, will have vapor sensitive items stored on the slab, or if the space above lab e a humidity controlled area. If the project does not have this vapor sensitivity or moisture control of a vapor membrane may not be necessary. Your decision will then relate to whether to use the A e mat r a conventional sand cushion layer. However, if any of the above sensitivity issues apply, place vapor a is recommended. Some floor covering systems (adhesives and flooring materials) requ' instal of a va r membrane to limit the slab moisture content as a condition of their warranty. A number of issues should be consideredwhen de ' gWhe top e vapor membrane above or below the granular layer. The benefits of placing the sla a grarm layer ith the vapor membrane placed below the granular layer, include reduction of the follows • Slab curling during the c ing ss. • Time of bleeding, w 0 o er ng. • Vapor membrane ring. • Surface blistering lamination caus an extended bleeding period. • Cracking caused by or drying shr age. The benefits of placing the vapor rane ov a granular layer include the following: • A lower moisture emission ed faster. • Eliminates a potential water re r within the granular layer above the membrane. • Provides a "slip surface", thereby reducing slab restraint and the associated random cracking. If a membrane is to be used in conjunction with a granular layer, the approach recommended depends on slab usage and the construction schedule. The vapor membrane should be placed above the granular layer when: • Vapor sensitive floor covering systems are used or vapor sensitive items will be directly placed on the slab. • The area will be humidity controlled, but the slab will be placed before the building is enclosed and sealed from rain. • Required by a floor covering manufacturer's system warranty. The vapor membrane should be placed below the granular layer when: • Used in humidity controlled areas (without vapor sensitive coverings/stored items), with the roof membrane in place, and the building enclosed to the point where precipitation will not intrude into the slab area. Consideration should be given to slight sloping of the membrane to edges where draintile or other disposal methods can alleviate potential water sources, such as pipe or roof leaks, foundation wall damp proofing failure, fire sprinkler system activation, etc. There may be cases where membrane placement may have a detrimental effect on the subgrade support system (e.g., expansive soils). In these cases, your decision will need to weigh the cost of subgrade options and the performance risks. OIREP013 (12/08) AMERICAN ENGINEERING TESTING, INC. FREEZING WEATHER EFFECTS ON BUILDING CONSTRUCTION GENERAL Because water expands upon freezing and soils contain water, soils which are allowed to freeze will heave and lose density. Upon thawing, these soils will not regain their original strength and density. The extent of heave and density/strength loss depends on the soil type and moisture condition. Heave is greater in soils with higher percentages of fines (silts/clays). High silt content soils are most susceptible, due to their high capillary rise potential which can create ice lenses. Fine grained soils generally heave about 1/4" to 3/8" for each foot of frost penetration. This can translate to 1" to 2" of total frost heave. This total amount can be significantly greater if ice lensing occurs. DESIGN CONSIDERATIONS Clayey and silty soils can be used as perimeter backfill, although the effect of their poor drainage and frost properties should be considered. Basement areas will have special drainage and lateral load requirements which are not discussed here. Frost heave may be critical in doorway areas. Stoops or sidewalks adjacent to doorways could be designed as structural slabs supported on frost footings with void spaces below. With this design, movements may then occur between the structural slab and the adjacent on -grade sALbs. Non -frost susceptible sands (with less than 40% by weight passing a #40 sieve and no more than 5% bk.cautio g a #200 sieve) can be used below such areas. Depending on the function of surrounding areas, th y need a thickness transition away from the area where movement is critical. With sand placemen ning soils, subsurface drainage would be needed for the sand layer. High density extruded polys e used within the sand to reduce frost penetration, thereby reducing the sand thickness nee insulation placed near the surface can increase the potential for ice glazing of the s4M The possible effects of adfreezing should be considercla ' ty soils are used as backfill. Adfreezing occurs when backfill adheres to rough surfaced f d s an he wall as it freezes and heaves. This occurrence is most common with masonry bloc a ls, un ted o oorly heated building situations and clay backfill. The potential is also increased where ill soils compacted and become saturated. The risk of adfreezing can be decreased to ion sepa g layer between the wall and backfill. Adfreezing can occur on or piers (su dec ce, or other similar pier footings), even if a smooth surface is provided. Thi ore likely in po raina a situations where soils become saturated. Additional footing embedment and/or ed footings b the frost zones (which include tensile reinforcement) can be used to resist uplift forces. Sp designs w require individual analysis. Foundations, slabs and other improvemWs which may be affected by frost movements should be insulated from frost penetration during freezing weather. If filling takes place during freezing weather, all frozen soils, snow and ice should be stripped from areas to be filled prior to new fill placement. The new fill should not be allowed to freeze during transit, placement or compaction. This should be considered in the project scheduling, budgeting and quantity estimating. It is usually beneficial to perform cold weather earthwork operations in small areas where grade can be attained quickly rather than working larger areas where a greater amount of frost stripping may be needed. If slab subgrade areas freeze, we recommend the subgrade be thawed prior to floor slab placement. The frost action may also require reworking and recompaction of the thawed subgrade. OIREP015 (07/18) AMERICAN ENGINEERING TESTING, INC. DEFINITIONS RELATING TO PAVEMENT CONSTRUCTION Top of subgrade: Grade which contacts the bottom of the aggregate base layer. Sand subbase: Uniform thickness sand layer placed as the top of subgrade which is intended to improve the frost and drainage characteristics of the pavement system by increasing drainage of excess water in the aggregate base and subbase, by reducing and "bridging" frost heaving, and by reducing spring thaw weakening effects. Critical subgrade zone: The subgrade portion beneath and within three vertical feet of the top of subgrade. A sand subbase, if placed, would be considered the upper portion of the critical subgrade zone. Suitable Grading Material: Mineral soil materials, typically from the project site, excluding the following: 1) soils which have an organic content exceeding 3%, 2) cohesive soils having a Liquid Limit exceeding 50%, 3) soils which include debris, cobbles, and/or boikers, and 4) soils which are considered acceptable from an environmental standpoint. The soil mu 1 pa le of attaining the specified compaction level at its current water content or at a w co at can be reasonably scarified, blended, and moisture conditioned to a uniform water co or uniformly meet compaction requirements. Granular Material: Soils meeting MnDOT Specif of the portion passing the 1" sieve, contain less than Select Granular Material: Soils meeting MISTIM which, of the portion passing the 1" sieve, c n less Select Granular Material is cleaner and coarser than, refers to granular soils which, the #200 sieve. W9.2B.2. This refers to granular soils weight passing the #200 sieve. MnDOT Specification 3149.213.3. This material specification for specific requirements). Compaction Subcut:ction of a un thickness subcut below a designated grade to provide uniformity and compaction the subcu ne. Replacement fill can be the materials subcut, although the reused soils should be bl condition, moisture conditioned as needed to meet MnDOT Specification 2105.F; Na acted per the Specified Density Method defined in MnDOT Specification 2105.317.1. Test Roll: A means of evaluating the near -surface stability of subgrade soils (usually non -granular). Suitability is determined by the depth of rutting or deflection caused by passage of heavy rubber -tired construction equipment, such as a loaded dump truck, over the test area. Yielding of less than 1" is normally considered acceptable, although engineering judgment may be applied depending on the equipment used, soil conditions present, and/or depth below final grade. Unstable Soils: Subgrade soils which do not pass a test roll. Unstable soils typically have water content exceeding the standard optimum water content defined in ASTM:D698 (Standard Proctor test). Organic Soils: Soils which have sufficient organic content such that the soils engineering properties are negatively affected (typically more than 3% organic content). These soils are usually black to dark brown in color. 01REPO 19 (07/16) AMERICAN ENGINEERING TESTING, INC. BITUMINOUS PAVEMENT SUBGRADE PREPARATION AND DESIGN GENERAL Bituminous pavements are considered layered "flexible" systems. Dynamic wheel loads transmit high local stresses through the bituminous/base onto the subgrade. Because of this, the upper portion of the subgrade requires high strength/stability to reduce deflection and fatigue of the bituminous/base system. The wheel load intensity dissipates through the subgrade such that the high level of soil stability is usually not needed below about 2 feet to 4 feet (depending on the anticipated traffic and underlying soil conditions). This is the primary reason for specifying a higher level of compaction within the upper subgrade zone versus the lower portion. Moderate compaction is usually desired below the upper critical zone, primarily to avoid settlements/sags of the roadway. However, if the soils present below the upper 3 feet subgrade zone are unstable, attempts to properly compact the upper 3 feet zone to the 100% level may be difficult or not possible. Therefore, control of moisture just below the 3 feet level may be needed to provide a non -yielding base upon which to compact the upper subgrade soils. Long-term pavement performance is dependent on the soil subgrade drainage and frost characteristics. Poor to moderate draining soils tend to be susceptible to frost heave and subsequent weakening upon thaw. This condition can result in irregular frost movements and "pop -outs," as well as an accelerated softening of the subgrade. Frost problems become more pronounced when the subgrade is layered klj ls of varying permeability. In this situation, the free -draining soils provide a pathway and resery fo Of which exaggerates the movements. The placement of awell-drained sand subbase layer e t bgrade can minimize trapped water, smooth frost movements and significantly reduce subgrade I layered and/or poor drainage situations, the long-term performance gain should be significant. I d subba d, we recommend it be a "Select Granular Borrow" which meets Mn/DOT Specification 314 . Subgrade preparation should include stripping surficial within the upper "critical" subgrade zone (generall duty" areas), they should be evaluated for stabil' x v� deflection and rutting patterns. Final evaluati soils wi rolling with heavy rubber -tired cons equi t, such more under the test roll should y ei ubc recompaction. Reworked soi new fil Id b Mn/DOT Specification 21 1 (a minimum 0000 zone, and a minimum of 9 ow this). rgan�soils; where the exposed soils are �r nly" areas and 3 feet deep for "heavy qui t may make such areas obvious due to e ical subgrade zone should be done by test d dump truck. Soils which rut or deflect V or or replacement; or by scarification, drying, and per the "Specified Density Method" outlined in rd Proctor density in the upper 3 feet subgrade Subgrade preparation scheduliNuse an ortant consideration. Fall and Spring seasons usually have unfavorable weather for soil dnon-sand subgrades during these seasons may be difficult, and attempts often result in comprement quality. Where construction scheduling requires subgrade preparation during these times, tOarndvsubbase becomes even more beneficial for constructability reasons. SUBGRADE DRAINAGE If a sand subbase layer is used, it should be provided with a means of subsurface drainage to prevent water build-up. This can be in the form of draintile lines which dispose into storm sewer systems, or outlets into ditches. Where sand subbase layers include sufficient sloping and water can migrate to lower areas, draintile lines can be limited to finger drains at the catch basins. Even if a sand layer is not placed, strategically placed draintile lines can aid in improving pavement performance. This would be most important in areas where adjacent non -paved areas slope towards the pavement. Perimeter edge drains can aid in intercepting water which may infiltrate below the pavement. 01REPO 16 (12/08) AMERICAN ENGINEERING TESTING, INC. DEFINITIONS RELATING TO UTILITY CONSTRUCTION Boulders- Particles of rock that cannot be made to pass a 12 -inch square opening when rotated in any orientation (modified from ASTM:D2487). Cobbles- Particles of rock that will pass a 12 -inch square opening and be retained on a 3 -inch U.S. standard sieve per ASTM:D2487. Coarse Filter Aggregate- Soils which uniformly meet the requirements of MnDOT Specification 3149.2H Fine Filter Aggregate- Soils which uniformly meet the requirements of MnDOT Specification 3149.2J. Granular Bedding- Soils which uniformly meet the requirements of MnDOT Specification 3149.2F. Select Granular Material- Sandy soils which uniformly meet the requirements of MnDOT Specification 3149.2132. Sands (SP) and sands with silt (SP -SM) meet this criterion, with this classification based on the component passing the 1 -inch sieve. Suitable Grading Material- Soil materials from the project site, Liquid Limit exceeding 50%, 2) soils which have an organic c� debris, cobbles, and/or boulders. The soil must also be capable current water content or at a water content that can be reasonably proper and uniform water content in order to uniformly meet coTp Bedding- Granular soil placed in the bottom of the tre uniform support for the pipe (shaped to conform to the the pipe). For this project, assume a baseline minini )wing: 1) cohesive soils having a 2%, and 3) soils which include ecified compaction level at its oisture conditioned to a 1W soil for the purpose of providing minimize point or imbalanced loads on Iinches. Pipe Zone- Area around the pipe defined by t tom of td� layer, the trench walls, and 6 -inches above the top of pipe, which includes the aun a, embe material, and 6 inches of cover material. Foundation soil/foundatio e- Soils be the one which must be stable and free of open void space (caused by debris, cobbl /or boulders) in r to a ow bedding, pipe, and backfill to be accurately placed without ground movements. re in-place soi the "foundation zone" are unstable (or has open voids), it is necessary to excavate the un soils (defi below) and replace them with granular or rock foundation materials. The depth of the "fou n zon pends on the degree and depth of instability, however, can be assumed to be 12 inches thick for ba es. Unstable soils- Soils present in the foun3ation zone which can change shape (shift, deflect, compress, etc.) as a result of actual or anticipated loading, whether induced naturally or by the construction activity. Unstable soils include: • Organic soils. • Very soft to soft clays and clayey silts. • Very loose to loose silts to fine silty sands. • Waterbearing/wet soils which are not properly dewatered. • Soils which become disturbed as a result of the construction activity (recognize that avoiding disturbance through proper construction techniques and dewatering is the responsibility of the contractor). Geotextile separation fabric- A geotextile intended for use in separating materials which do not have a proper gradation transition to prevent erosion of finer materials into the void space of open -graded materials (such as clear rock). The geotextile should meet the requirements of MnDOT Specification 3733, Type V. 01REP022 (07/14) AMERICAN ENGINEERING TESTING, INC. BEDDING/FOUNDATION SUPPORT OF BURIED PIPE GENERAL This page addresses soil bedding and foundation support of rigid pipe, such as reinforced concrete, and flexible pipe, such as steel and plastic. This does not address selection of pipe based on loads and allowable deflections, but rather addresses the geotechnical/soil aspects of uniform pipe support. Bedding/foundation support needs relate to local conditions directly beneath and to the sides of the pipe zone, which may be influenced by soft in-situ ground conditions or by soil disturbance due to soil sensitivity or ground water. Bedding relates to granular materials placed directly beneath the bottom of the pipe (usually 4" to 6" thick), which is intended to provide increased support uniformity. We refer to foundation soils as thicker layers of sands and/or gravels (beneath the bedding zone) intended to provide increased foundation strength support, usually needed due to soft, unstable and/or waterbearing conditions. GRANULAR BEDDING With circular pipes, high local loads (approaching point loads) develop if pipes are placed on hard surfaces. Load distribution is improved by placing granular bedding materials beneath the pipe, which are either shaped to match the pipe bottom or are placed without compaction to allow "settling in." The bedding should be placed in such a manner that the pipe will be at the proper elevation and slope when the pipe is laid on the bedding. Common bedding material is defined in MnDOT Specification 3149.2F, Granular Bedding. Published documents recommend rigid pipes having a diameter of 12" to 54" be placed on a bedding thickness of 4", which increases to 6" of bedding for pipe diameters ranging from 54" to 72". Beyond a 72" diameter, the bedding thickness can be equal to the pipe outside diameter divided by 12. Typically, the need for bedding under 11 'ameter pipes (less than 12") depends on the pipe designer's specific needs, although in obvious point loA1&,it111Wbedrock, cobbles, significant coarse gravel content), bedding is recommended. Note that bedding sho4Wlso adpWfor larger diameter bells at joints. Positive uniform strength is usually compromised in soft or subcuts and foundation fill placement is needed beneath the can likely be accomplished with a thicker bedding la particularly where ground water is present, coarser in i Thicker gravel layers can also be a favorable me f appropriate for stability improvement, with the r m,c water cases. N nlWtions. In this case, deeper stability conditions, improvement significant instability situations, o provide a stronger foundation. er. The following materials would be ppropriate for higher instability/ground • Fine Filter Aggregate — ecifi 3149.2.1 • Coarse Filter Aggrega ific 149.2H When using a coarser mat which include 'CN id space, we highly recommend enveloping the entire gravel layer within a geote eparation fabri e gravel material includes open void space, and the fabric acts as a separator which minimiz intrusion of f into the open void space. If additional granular bedding sand is used above foundation gravel, t ric wou o prevent downward infiltration of bedding sand into the rock void space. Although it is preferred to not highly c3Wact thin granular bedding zones directly beneath the pipe center, it is desirable to compact the foundation materials to prevent more significant pipe settlement. We recommend foundation fill be compacted to a minimum of 95% of the Standard Proctor density (ASTM: D698). It is not possible to test coarse rock fill, although this material should still be well compacted/ tamped. Often, pipes entering structures such as catch basins, lift stations, etc., enter the structure at a higher elevation than the structure bottom, and are therefore placed on the structure backfill. Fill beneath these pipes should be considered foundation fill. Depending on the flexibility of the connection design, it may be necessary to increase the minimum compaction level to reduce differential settlements, particularly with thicker fills. SIDE FILL SUPPORT If the pipe designer requires support from the side fill, granular bedding should also be placed along the sides of the pipe. In poor soil conditions, the sand fill may need to be placed laterally up to two pipe diameters on both sides of the pipe. With rigid pipe, compacted sand placement up to the spring line (within the haunch area) is usually sufficient. With flexible pipe, side fill should be placed and compacted at least to the top of the pipe. For positive support, it is very important to properly compact the sands within the haunch area. 01REPO 17 (07/14) AMERICAN ENGINEERING TESTING, INC. UTILITY EXCAVATION BACKFILLING GENERAL Clayey and silty soils are often difficult to compact, as they may be naturally wet or dry, or may become wet due to ground water or runoff water during construction. Soils will need to be placed within a certain range of water (moisture) content to attain desired compaction levels. Moisture conditioning to within this range can be time consuming and labor intensive, and will require favorable weather. The degree of compaction and the soil type used for backfill within open cut utility excavations depends on the eventual function of the overlying land surface. Details are as follows: ROADWAYS Where trenches are located below roadways, we recommend using inorganic fill and compacting these soils per MnDOT Specification 2105.3F1 (Specified Density Method). On MnDOT funded roads, the 2016 Specification requires 100% compaction over the entire trench depth. On non-MnDOT funded roads, we feel the specification can be relaxed to the previous version of achieving 100% of the Standard Proctor density in the upper 3 -foot subgrade zone, and 95% below this depth. Note that this specification also includes moisture content range requirements which are important for proper subgrade stability. _ - Where available soils are wet or of poor quality, it may be I (MnDOT Specification 2105.3F2) for soils below the upper subsidence. However, a high level of stability is still important v the "Specified Density Method" be used in this upper subgrade trench area are significantly unstable, it may be difficJby' upper 3 -foot subgrade zone. In this case, road subreinforcement fabric directly over the unstable soils foll If fill is placed beneath or within the sil zone), the soil type and minimu trenches result in variable fill d favorable (sandy) soil fill t ay be engineering review be per d. ffl%tle "Quality Compaction Method" gubgnWone if you can tolerate some upper 914MAWone and recommend that ution ackfill soils in the lower o properly compact soils within the an proved by placing a geotextile kV rai granular fill placement. ne of ina structure (typically a 1:1 lateral oversize will nelllWe evaluated on an individual basis. Because Ntis! ance, higher than normal compaction levels and/or more tuation exists, it is important that special geotechnical In grass/ditch areas, backfill soi Id be p in reasonable lift thicknesses and compacted to a minimum of 90% of the Standard Proctor densit 8) and/or per the MnDOT "Quality Compaction Method." If lower compaction levels are accepted, more le subsidence at the surface can occur. Steep or high slopes require special consideration, and if this situatio exists, it is important that special geotechnical engineering review be performed. SPECIAL CASES Structural retention systems are often used to reduce impacts on adjacent streets/improvements. If localized excavations/pits or annular spaces are created which need to be backfilled, it may not be possible to place and compact soils by the conventional means of backfilling. Retraction of structural systems can also leave soils loosened. Significant settlement can occur in areas where backfill cannot be compacted. If these situations are located in non-structural or non -paved areas, it may be reasonable to accept the settlements and associated follow-up maintenance in order avoid the high cost of trying to compact the soil or placing flowable lean concrete fill. However, there may be areas where fill settlement needs to be avoided, especially as the settlement will be differential from the surrounding surface, or differential from a buried structure in the case of higher piping entering the structure. Where settlement needs to be avoided, the specification should require that the contractor submit a backfill compaction plan along with the retention plan. Improper sequencing of retention system removal and backfilling of the pits could result in excessive settlement and/or lateral movement of nearby improvements. 01REPO 18 (06/16) AMERICAN ENGINEERING TESTING, INC. Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AET Report No. P-0013389 Geotechn Page 1 of 1 AMERICAN ENGINEERING T-TINQ endix A Ioratlon and Testing IqWoring Log Notes it Classification System e 1 — Boring Locations Subsurface Boring Logs Appendix A Geotechnical Field Exploration and Testing Report No. P-0013389 A.1 FIELD EXPLORATION The subsurface conditions at the site were explored by drilling and sampling five (5) standard penetration test borings. The locations of the borings appear on Figure 1, preceding the Subsurface Boring Logs in this appendix. A.2 SAMPLING METHODS A.2.1 Split -Spoon Samples (SS) - Calibrated to Nso Values Standard penetration (split -spoon) samples were collected in general accordance with ASTM: D1586 with one primary modification. The ASTM test method consists of driving a 2 -inch O.D. split -barrel sampler into the in-situ soil with a 140 - pound hammer dropped from a height of 30 inches. The sampler is driven a total of 18 inches into the soil. After an initial set of 6 inches, the number of hammer blows to drive the sampler the final 12 inches is known as the standard penetration resistance or N -value. Our method uses a modified hammer weight, which is determined by measuring the system energy using a Pile Driving Analyzer (PDA) and an instrumented rod. In the past, standard penetration N -value tests were performed usin a rope and cathead for the lift and drop system. The energy transferred to the split -spoon sampler was typically o out 60% of its potential energy due to the friction inherent in this system. This converted energy then pro w known as an Nso blow count. The most recent drill rigs incorporate an automatic hammer lift a'M subsequently results in lower N -values than the traditional equipment, we are able to determine actual energy generated by available, we have found highly variable energies rangiqdate calibrations is to vary the hammer weight such that h energy of a 140 -pound weight falling 30 inches. The values, stating that N -values of 100% or more hav measurement uncertainty of our calibrated me h ousing this method is significantly better than th d A.2.2 Disturbed Samples (DS -u Sample types described as " or "SU' on the auger. Because the a disturbs the approximate. A.2.3 Sampling Limitations Unless actually observed in a sampl the action of drilling tools. Cobbles, bo and they may be present in the ground les p sys which has higher energy efficiency and kes. B the PDA energy measurement he ham ith the various hammer systems to o 0%. Therefore, the intent of AET's hammer �es lie in about 60% to 65% of the theoretical ocedure acknowledges the wide variation in N- gh we have not yet determined the statistical tate that the accuracy deviation of the N -values are disturbed samples, which are taken from the flights of ible soil layering and contact depths should be considered rbetween soil layers are estimated based on the spacing of samples and , and other large objects generally cannot be recovered from test borings, if they are not noted on the boring logs. Determining the thickness of "topsoil" layers is usually limited, due to variations in topsoil definition, sample recovery, and other factors. Visual -manual description often relies on color for determination, and transitioning changes can account for significant variation in thickness judgment. Accordingly, the topsoil thickness presented on the logs should not be the sole basis for calculating topsoil stripping depths and volumes. If more accurate information is needed relating to thickness and topsoil quality definition, alternate methods of sample retrieval and testing should be employed. A.3 CLASSIFICATION METHODS Soil descriptions shown on the boring logs are based on the Unified Soil Classification (USC) system. The USC system is described in ASTM: D2487 and D2488. Where laboratory classification tests (sieve analysis or Atterberg Limits) have been performed, accurate classifications per ASTM: D2487 are possible. Otherwise, soil descriptions shown on the boring logs are visual -manual judgments. Charts are attached which provide information on the USC system, the descriptive terminology, and the symbols used on the boring logs. The boring logs include descriptions of apparent geology. The geologic depositional origin of each soil layer is interpreted primarily by observation of the soil samples, which can be limited. Observations of the surrounding topography, vegetation, and development can sometimes aid this judgment. Appendix A - Page 1 of 2 AMERICAN ENGINEERING TESTING, INC. Appendix A Geotechnical Field Exploration and Testing Report No. P-0013389 A.4 WATER LEVEL MEASUREMENTS The groundwater level measurements are shown at the bottom of the boring logs. The following information appears under "Water Level Measurements" on the logs: • Date and Time of measurement • Sampled Depth: lowest depth of soil sampling at the time of measurement • Casing Depth: depth to bottom of casing or hollow -stem auger at time of measurement • Cave -In Depth: depth at which measuring tape stops in the borehole • Water Level: depth in the borehole where free water is encountered • Drilling Fluid Level: same as Water Level, except that the liquid in the borehole is drilling fluid The true location of the water table at the boring locations may be different than the water levels measured in the boreholes. This is possible because there are several factors that can affect the water level measurements in the borehole. Some of these factors include: permeability of each soil layer in profile, presence of perched water, amount of time between water level readings, presence of drilling fluid, weather konditions, and use of borehole casing. A.5 LABORATORY TEST METHODS A.5.1 Water Content Tests Conducted perAET Procedure 01 -LAB -010, which is performed T265. A.6 TEST STANDARD LIMITATIONS Field and laboratory testing is done in general co standards referenced within the specified stand2r A.7 SAMPLE STORAGE Unless notified to do period of 30 days. ASTM: D2216 and AASHTO: "ribed procedures. Compliance with any other implied. tative samples of the soils recovered from the borings for a Appendix A - Page 2 of 2 AMERICAN ENGINEERING TESTING, INC. EXPLORATION/CLASSIFICATION METHODS SAMPLING METHODS Split -Spoon Samples (SS) - Calibrated to N60 Values Standard penetration (split -spoon) samples were collected in general accordance with ASTM: D 1586 with one primary modification. The ASTM test method consists of driving a 2" O.D. split -barrel sampler into the in-situ soil with a 140 -pound hammer dropped from a height of 30". The sampler is driven a total of 18" into the soil. After an initial set of 6", the number of hammer blows to drive the sampler the final 12" is known as the standard penetration resistance or N -value. Our method uses a modified hammer weight, which is determined by measuring the system energy using a Pile Driving Analyzer (PDA) and an instrumented rod. In the past, standard penetration N -value tests were performed using a rope and cathead for the lift and drop system. The energy transferred to the split -spoon sampler was typically limited to about 60% of its potential energy due to the friction inherent in this system. This converted energy then provides what is known as an N6o blow count. Most of today's drill rigs incorporate an automatic hammer lift and drop system, which has higher energy efficiency and subsequently results in lower N -values than the traditional N6o values. By using the PDA energy measurement equipment, we are able to determine actual energy generated by the drop hammer. With the various hammer systems available, we have found highly variable energies ranging from 55% to over 100%. Therefore, the intent of AET's hammer calibrations is to vary the hammer weight such that hammer energies lie within about 60% to 65% of the theoretical energy of a 140 -pound weight falling 30". The current ASTM procedure acknowledges the wide variation in N -values, stating that N -values of 100% or more have been observed. Although we have not yet determined the statistical measurement uncertainty of our calibrated method to dlkwelcan state that the accuracy deviations of the N - values using this method are significantly better than the standard ASTM W Disturbed Samples (DS)/Spin-up Samples (SU) Sample types described as "DS" or "SU" on the boring logs are disturbe Because the auger disturbs the samples, possible soil layering and contact Sampling Limitations Unless actually observed in a sample, contacts between soil drilling tools. Cobbles, boulders, and other large objects gene] ground even if they are not noted on the boring logs. Ad from the flights of the auger. I approximate. i the spacing of samples and the action of test borings, and they may be present in the Soil classifications shown on the b<1ory the ed Soil Classification (USC) system. The USC system is described in ASTM: D2487 and D2488. Wherclassi n to eve analysis or Atterberg Limits) have been performed, accurate classifications per ASTM: D2487e. Otherw oil cl tcations shown on the boring logs are visual -manual judgments. Charts are attached which providon on the U ystem, the descriptive terminology, and the symbols used on the boring logs. The boring logs include descriptions of appawkeoJgIrrhe geologic depositional origin of each soil layer is interpreted primarily by observation of the soil samples, which can be bservations of the surrounding topography, vegetation, and development can sometimes aid this judgment. WATER LEVEL MEASUREMENTS The ground water level measurements are shown at the bottom of the boring logs. The following information appears under "Water Level Measurements" on the logs: • Date and Time of measurement • Sampled Depth: lowest depth of soil sampling at the time of measurement • Casing Depth: depth to bottom of casing or hollow -stem auger at time of measurement • Cave-in Depth: depth at which measuring tape stops in the borehole • Water Level: depth in the borehole where free water is encountered • Drilling Fluid Level: same as Water Level, except that the liquid in the borehole is drilling fluid The true location of the water table at the boring locations may be different than the water levels measured in the boreholes. This is possible because there are several factors that can affect the water level measurements in the borehole. Some of these factors include: permeability of each soil layer in profile, presence of perched water, amount of time between water level readings, presence of drilling fluid, weather conditions, and use of borehole casing. SAMPLE STORAGE Unless notified to do otherwise, we routinely retain representative samples of the soils recovered from the borings for a period of 30 days. O 1 REP051 C (12/08) AMERICAN ENGINEERING TESTING, INC. 01CLS021 (01/2022) AMERICAN ENGINEERING TESTING, INC. UNIFIED SOIL CLASSIFICATION SYSTEM AMERICAN A ASTM Desi nations: D 2487 D2488 Designations: ENGINEERING � TESTING, INC. AMERICAN Soil Classification Notes Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Group Group Name' ABased on the material passing the 3 -in Symbol (75 -mm) sieve. 'If field sample contained cobbles or Coarse -Grained Gravels More Clean Gravels Cu>4 and 1<Cc<3E GW Well graded gravel' Soils More than 50% coarse Less than 5% boulders, or both, add "with cobbles or than 50% fraction retained fines" Cu<4 and/or 1>Cc>3E GP Poorly graded gravel' boulders, or both" to group name. retained on on No. 4 sieve cGravels with 5 to 12% fines require dual No. 200 sieve Gravels with Fines classify as ML or MH GM Silty gravelF.G.H symbols: Fines more GW -GM well -graded gravel with silt than 12% fines c Fines classify as CL or CH GC Clayey gravelF G.H GW -GC well -graded gravel with clay GP -GM poorly graded gravel with silt GP -GC poorly graded gravel with clay Sands 50% or Clean Sands Cu>6 and 1<Cc<3E SW Well -graded sand' more of coarse Less than 5% 'Sands with 5 to 12% fines require dual fraction passes finesD Cu<6 and/or 1>Cc>3E SP Poorly -graded sand' symbols: No. 4 sieve SW -SM well -graded sand with silt Sands with Fines classify as ML or MH SM Silty sandG.a.t SW -SC well -graded sand with clay Fines more SP -SM poorly graded sand with silt than 12% fines D Fines classify as CL or CH SC Clayey sando.H.t SP -SC poorly graded sand with clay Fine -Grained Silts and Clays inorganic PI>7 and plots on or above CL Lean clayl' L.M Soils 50% or Liquid limit less "A" line (D30)2 more passes than 50 PI<4 or plots below ML .S11tK L.M ECu = Dbo /D1o, Cc = the No. 200 "A" line Dmx D60 sieve organic Liquid limit oven dried <0,75 OL Organic c1ayK.L.M.N F o If soil contains >15 /o sand, add "with (see Plasticity Liquid limit — not dried siitK.L.M.o sand" to group name. g p Chart below) 'If fines classify as CL -ML, use dual symbol GC -GM, or SC -SM. Silts and Clays inorganic PI plots on or above "A" line at M Liquid limit 50 'If fines are organic, add "with organic or more PI plots below "A" line Elastic si fines" to group name. 'If soil contains >15% gravel, add "with organic Liquid limit—oven dried <p,7g OH is clayK.L_ gravel" to group name. Liquid limit —not dried 'If Atterberg limits plot is hatched area, Or t K L MQ soil is a CL -ML silty clay. KIf soil contains 15 to 29% plus No. 200 Highly organic Primarily organic matte arkPeata soil in color, and organic 'n add "with sand" or "with gravel", whichever is predominant. LIf soil contains >30% plus No. 200, SIEVE ANALYSIS 60 predominantly sand, add "sandy" to Screen O—IN (inr�Siere Number F ifi-L inm soils and name. a 21%,1 Y. 100 % 4 10 20 40 60 1402Wgroup . o MIf soil contains >30% plus No. 200, ° e then -] `� ` 'J predominantly gravel, add "gravelly" P Y�' 20 -20) Q 40 .S: to group name. i w Z ? Equation a Vertical LL= -7. NP1>4 and plots on or above "A" line. — 60 pA0 =15mm .40 at then PI = 0.9 ( U G GPI<4 or plots below "A" line. a 30 PPI plots on or above "A" line. V QPl plots below "A" line. 40 D. 2.5m m ° 'Fiber Content description shown below. a 20 wa 60 G� MH DR OH a Deo = 0.075mm ao 4 MLO R OL �.. . 0 0 16 20 30 40 50 60 70 BO 90 100 110 PARTICLE SIZE IN MILLIMETERS LIQUID LIMIT (LL) Cu=p = 15 =200 C,=��= 2_5= Deo 0.075 D� Deo 0.075x15-5.6 Plasticity Chart ADDITIONAL TERMINOLOGY NOTES USED BY AET FOR SOIL IDENTIFICATION AND DESCRIPTION Grain Size Gravel Percentages Consistency of Plastic Soils Relative Density of Non -Plastic Soils Term N -Value, BPF Term N -Value, BPF Term Particle Size Term Percent Boulders Over 12" A Little Gravel 3%-14% Very Soft less than 2 Very Loose 0-4 Cobbles 3" to 12" With Gravel 15%-29% Soft 2 - 4 Loose 5-10 Gravel #4 sieve to 3" Gravelly 30%-50% Firm 5 -8 Medium Dense 11-30 Sand #200 to #4 sieve Stiff 9-15 Dense 31 -50 Fines (silt & clay) Pass #200 sieve Very Stiff 16-30 Very Dense Greater than 50 Hard Greater than 30 Moisture/Frost Condition Layering Notes Peat Description Organic Description (if no lab tests) Soils are described as organic, if soil is not peat (MC Column) D (Dry): Absence of moisture, dusty, dry to and is judged to have sufficient organic fines touch. Laminations: Layers less than Fiber Content content to influence the Liquid Limit properties. M (Moist): Damp, although free water not %2" thick of Term (Visual Estimate) Slightly ori used for borderline cases. visible. Soil may still have a high differing material Root Inclusions water content (over "optimum"). or color. Fibric Peat: Greater than 67% With roots: Judged to have sufficient quantity W (Wet/ Free water visible, intended to Hemic Peat: 33-67% of roots to influence the soil Waterbearing): describe non -plastic soils. Lenses: Pockets or layers Sapric Peat: Less than 33% properties. Waterbearing usually relates to greater than 1/2" Trace roots: Small roots present, but not judged sands and sand with silt. thick of differing to be in sufficient quantity to F (Frozen): Soil frozen material or color. significantly affect soil properties. 01CLS021 (01/2022) AMERICAN ENGINEERING TESTING, INC. L d1jX vo ■ 1 N PROJECT AET NO. WIHATool, Monticello, Minnesota P-0013389 SUBJECT DATE ABoring Locations June 2022 SCALE DRAWN BY CHECKED BY AMERICAN As Shown KBB TPV FIGURE 1 ENGINEERING TESTING SUBSURFACE BORING LOG AMERICAN ENGINEERING TESTING AET No: P-0013389 Log of Boring No. SB- 1 (p. 1 of 1) Project: WIHA Tool 7th Street; 7th Street East & Ramsey Street, Monticello, MN DEPTH Surface Elevation 96.7 GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL o-#20 IN FEET MATERIAL DESCRIPTION N MC TYPE IN. SILTY SAND, slightly organic, trace roots, dark TOPSOIL 1 brown, moist, medium dense (SM) 11 M x SS 12 ------- SAND WITH SILT, a little gravel, fine to COARSE 2 medium grained, brown, moist, loose (SP -SM) AL LLIVILJNI 3 9 M SS 10 4– SAND, a little gravel, fine to medium grained, 5 brown, moist, medium dense (SP) 12 M SS 12 6- 7– 7 SAND WITH SILT, fine to medium grained, grayish brown, moist, loose (SP -SM) 8 SS 12 9—SAND, a little gravel, fine to coarse grained, 10 brown, moist, loose (SP) M S 12 11 12 SAND, fine to medium grained, brown, moist, loose (SP) 13 M SS 12 14 15 10 M SS 12 16 17 18, SILTY SAND, fine grained, brown, moist, medium dense, lens of san 19 20- 20 M SS 12 21 22 SAND, fine grained, brown, moist, medium 23 dense (SP) 24 18 M SS 12 END OF BORING *WD - Water level measured while drilling *AD - Water level measured at completion of drilling DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0-23 3.25 HSA DATE TIME STD CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVEL ATTACHED 6/1/22 *WD None SHEETS FOR AN 6/1/22 *AD None EXPLANATION OF BORING COMPETED: 6/1/22 TERMINOLOGY ON DR: BR LG: DR Rig: GRD75 THIS LOG 03/2011 01-DHR-060 SUBSURFACE BORING LOG AMERICAN ENGINEERING TESTING AET No: P-0013389 Log of Boring No. SB- 2 (p. 1 of 1) Project: WIHA Tool 7th Street; 7th Street East & Ramsey Street, Monticello, MN DEPTH Surface Elevation 99.8 GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL o-#20 IN FEET MATERIAL DESCRIPTION N MC TYPE IN. SILTY SAND, slightly organic, trace roots, dark TOPSOIL 1 brown, moist, loose (SM) 5 M SS 15 SILTY SAND, a little gravel, fine to medium COARSE 2 grained, brown, moist, loose (SM) ALLUVIUM 3 F. 9 M x SS 10 4—SAND WITH SILT, a little gravel, fine grained, 5 brown, moist, medium dense (SP -SM) 12 M SS 11 6- 7– 7 SAND, a little gravel, fine to medium grained, moist, medium dense (SP) 8 SS 12 9- 10 M S 12 11 12 SAND WITH SILT, a little gravel, fine to medium grained, brown, moist, medium dense 13 (SP -SM) M SS 10 14 SAND, fine grained, grayish bro loos 15 (SP) 10 M SS 12 16 17 18 SAND WITH SILT, fine grain yish brown, moist, medium dense (SP - 19 20 16 M SS 12 21- 22 23 24 ttl 19 M SS 15 END OF BORING *WD - Water level measured while drilling *AD - Water level measured at completion of drilling DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0-23 3.25 HSA DATE TIME STD CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVEL ATTACHED 6/1/22 *WD None SHEETS FOR AN 6/1/22 *AD None EXPLANATION OF BORING COMPETED: 6/1/22 TERMINOLOGY ON DR: BR LG: DR Rig: GRD75 THIS LOG 03/2011 01-DHR-060 SUBSURFACE BORING LOG AMERICAN ENGINEERING TESTING AET No: P-0013389 Log of Boring No. SB- 3 (p. 1 of 1) Project: WIHA Tool 7th Street; 7th Street East & Ramsey Street, Monticello, MN DEPTH Surface Elevation 99.0 GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL o-#20 IN FEET MATERIAL DESCRIPTION N MC TYPE IN. CLAYEY SAND, slightly organic, trace roots, TOPSOIL 15 1 darkbrown, firm (SC) 7 M SS 9 SAND, a little gravel, fine to coarse grained, COARSE 2 brown, moist, loose to medium dense, AL LLIVILJM laminations of silty sand (SP) 12 M SS 11 3- 4 SAND WITH GRAVEL, fine to coarse grained, 5 brown, moist, medium dense (SP) 22 M SS 12 6- 7— 7 SAND, a little gravel, fine to medium grained, brown, moist, medium dense (SP) 8 SS 12 9- 10 M S 12 11 12 13 M SS 12 14 15 18 M SS 12 16 17 18, SAND, fine grained, grayish b moist, medium dense (SP) 19 20 28 M SS 13 21 22 23 24 20 M SS 13 END OF BORING *WD - Water level measured while drilling *AD - Water level measured at completion of drilling DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0-23 3.25 HSA DATE TIME STD CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVEL ATTACHED 6/1/22 *WD None SHEETS FOR AN 6/1/22 *AD None EXPLANATION OF BORING COMPETED: 6/1/22 TERMINOLOGY ON DR: BR LG: DR Rig: GRD75 THIS LOG 03/2011 01-DHR-060 J 0 0 a x 3 m 0 Q_ SUBSURFACE BORING LOG AMERICAN ENGINEERING TESTING AET No: P-0013389 Log of Boring No. SB- 4 (p. 1 of 1) Project: WIHA Tool 7th Street; 7th Street East & Ramsey Street, Monticello, MN D INTH Surface Elevation 97.6 GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL o-#20 FEET MATERIAL DESCRIPTION N MC TYPE IN. CLAYEY SAND, slightly organic, trace roots, TOPSOIL 17 1 dark brown, firm (SC) 6 M SS 14 SAND WITH SILT, a little gravel, fine to :COARSE 2 medium grained, brown, moist, loose (SP -Sly ALLUVIUM 3 8 M SS 10 4—SAND, a little gravel, fine to medium grained, 5 brown, moist, medium dense (SP) 13 M SS 10 6- 7– 7 SAND, fine grained, brown, moist, medium dense (SP) 8 SS 12 9—SAND, fine to medium grained, brown, moist, 10 medium dense (SP) M S 12 11 12 SAND, a little gravel, fine grained, grayish brown moist, loose, laminations of sand with silt 13 (SP) M SS 12 14 SAND, a little gravel, fine to me ' ed, 15 brown, moist, medium dense 16 M SS 12 16 17 18 SAND, fine grained, grayish b moist, dense to medium dense (SP) 19 20 35 M SS 13 21 22 23 24 25 M SS 13 END OF BORING *WD - Water level measured while drilling *AD - Water level measured at completion of drilling DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0-23 3.25 HSA DATE TIME STD CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVELTHE ATTACHED 6/1/22 *WD None SHEETS FOR AN 6/1/22 *AD None EXPLANATION OF BORING OMPETED: 6/1/22 TERMINOLOGY ON rDR: BR LG: DR Rig: GRD75 THIS LOG 03/2011 01-DHR-060 SUBSURFACE BORING LOG AMERICAN ENGINEERING TESTING AET No: P-0013389 Log of Boring No. SB- 5 (p. 1 of 1) Project: WIHA Tool 7th Street; 7th Street East & Ramsey Street, Monticello, MN D INTH Surface Elevation 100.9 GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL o-#20 FEET MATERIAL DESCRIPTION N MC TYPE IN. CLAYEY AND, slightly organic, trace roots, TOPSOIL 16 1 dark brown, stiff (SC) 10 M SS 10 COARSE ALLUVIUM SILTY SAND, fine grained, brown, moist, loose 2 (Sl) SAND, a little gravel, fine to medium grained, 9 M SS 10 3 brown, moist, loose (SP) 4 SAND WITH GRAVEL, fine to medium 5 grained, brown, moist, medium dense (SP) 16 M SS 10 6 SAND, a little gravel, fine to medium grained, brown, moist, medium dense (SP) 8 SS 10 9- 10 M S 12 11 12 13 M SS 12 14 SAND, fine grained, grayish bro , 15 moist, medium dense to dense 15 M SS 12 16 17 18 19 20 10 M SS 12 21 22 23 24 30 M SS 13 END OF BORING *WD - Water level measured while drilling *AD - Water level measured at completion of drilling DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0-23 3.25 HSA DATE TIME STD CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVELTHE ATTACHED 6/1/22 *WD None SHEETS FOR AN 6/1/22 *AD None EXPLANATION OF BORING OMPETED: 6/1/22 TERMINOLOGY ON rDR: BR LG: DR Rig: GRD75 THIS LOG 03/2011 01-DHR-060 Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AET Report No. P-0013389 Geotechnical Report Lii#Wr AMERICAN ENGINEERING T-TINQ endix B idelines for Use Appendix B Geotechnical Report Limitations and Guidelines for Use Report No. P-0013389 B.1 REFERENCE This appendix provides information to help you manage your risks relating to subsurface problems which are caused by construction delays, cost overruns, claims, and disputes. This information was developed and provided by GBA', of which, we are a member firm. B.2 RISK MANAGEMENT INFORMATION B.2.1 Understand the Geotechnical Engineering Services Provided for this Report Geotechnical engineering services typically include the planning, collection, interpretation, and analysis of exploratory data from widely spaced borings and/or test pits. Field data are combined with results from laboratory tests of soil and rock samples obtained from field exploration (if applicable), observations made during site reconnaissance, and historical information to form one or more models of the expected subsurface conditions beneath the site. Local geology and alterations of the site surface and subsurface by previous and proposed construction are also important considerations. Geotechnical engineers apply their engineering training, experience, and judgment to adapt the requirements of the prospective project to the subsurface model(s). Estimates are made of the subsurface conditions that will likely be exposed during construction as well as the expeedIVance of foundations and other structures being planned and/or affected by construction activities. The culmination of these geotechnical engineering services is ty a ge nical engineering report providing the data obtained, a discussion of the subsurface model(s), the en and engineering assessments and analyses made, and the recommendations developed to satisf the requir nts of the project. These reports may be titled investigations, explorations, studies, asse or a tions. Regardless of the title used, the geotechnical engineering report is an engineering inter tion a sub ace conditions within the context of the project and does not represent a close examination, ste iry, or thorough investigation of all site and subsurface conditions. B.2.2 Geotechnical Engineering Services a rformed%Wbific Purposes, Persons, and Projects, and At Specific Times Geotechnical engineers structu r s to the specific needs, goals, and risk management preferences of their clients. A geotechnic ineering s con d for a given civil engineer will not likely meet the needs of a civil -works constructor o n a different ci ngine . Because each geotechnical engineering study is unique, each geotechnical engineeri ort is unique, pared solely for the client. Likewise, geotechnical engineerinVfohe rformed for a specific project and purpose. For example, it is unlikely that a geotechnical engineering stuerated warehouse will be the same as one prepared for a parking garage; and a few borings drilled duary study to evaluate site feasibility will not be adequate to develop geotechnical design recommendatioect. Do not rely on this report if your geotechnical engineer prepared it: • for a different client; • for a different project or purpose; • for a different site (that may or may not include all or a portion of the original site); or • before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations. Note, too, the reliability of a geotechnical -engineering report can be affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. If you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying the recommendations in it. A minor amount of additional testing or analysis after the passage of time — if any is required at all — could prevent major problems. 1 Geoprofessional Business Association, 1300 Piccard Drive, LL14, Rockville, MD 20850 Telephone: 301/565-2733: www.geoprofessional.org, 2019 Appendix B — Page 1 of 3 AMERICAN ENGINEERING TESTING, INC Appendix B Geotechnical Report Limitations and Guidelines for Use Report No. P-0013389 B.2.3 Read the Full Report Costly problems have occurred because those relying on a geotechnical -engineering report did not read the report in its entirety. Do not rely on an executive summary. Do not read selective elements only. Read and refer to the report in full. B.2.4 You Need to Inform Your Geotechnical Engineer About Change Your geotechnical engineer considered unique, project -specific factors when developing the scope of study behind this report and developing the confirmation -dependent recommendations the report conveys. Typical changes that could erode the reliability of this report include those that affect: • the site's size or shape; • the elevation, configuration, location, orientation, function or weight of the proposed structure and the desired performance criteria; • the composition of the design team; or • project ownership. AL As a general rule, always inform your geotechnical engineer of ct changes — even minor ones — and request an assessment of their impact. The geotechnical engineer w re s report cannot accept responsibility or liability for problems that arise because the geotechnical engine not i ed about developments the engineer otherwise would have considered. B.2.5 Most of the "Findings" Related in This Report A ssio inions Before construction begins, geotechnical engineers ex e a sub ce using various sampling and testing procedures. Geotechnical engineers can observe actu ubs ditions only at those specific locations where sampling and testing is performed. The data derive o a pli testing were reviewed by your geotechnical engineer, who then applied professional judgem o for inion bout subsurface conditions throughout the site. Actual sitewide-subsurface conditions may dif maybe ly — from those indicated in this report. Confront that risk by retaining your geotec ' inee erve o design team through project completion to obtain informed guidance quickly, whe ne B.2.6 This Report's Reco ndations Are firma fon-Dependent The recommendations inclu this report — i uding any options or alternatives — are confirmation -dependent. In other words, they are not final, use the ge hnical engineer who developed them relied heavily on judgement and opinion to do so. Your geo cal a er can finalize the recommendations only after observing actual subsurface conditions exposed duri tion. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually ist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engin er who prepared this report cannot assume responsibility or liability for confirmation -dependent recommendations if you fail to retain that engineer to perform construction observation. B.2.7 This Report Could Be Misinterpreted Other design professionals' misinterpretation of geotechnical engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a continuing member of the design team, to: • confer with other design -team members; • help develop specifications; • review pertinent elements of other design professionals' plans and specifications; and • be available whenever geotechnical engineering guidance is needed. You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction -phase observations. B.2.8 Give Constructors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can shift unanticipated -subsurface -conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious Appendix B — Page 2 of 3 AMERICAN ENGINEERING TESTING, INC Appendix B Geotechnical Report Limitations and Guidelines for Use Report No. P-0013389 problems this practice has caused, include the complete geotechnical engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you've included the material for information purposes only. To avoid misunderstanding, you may also want to note that "informational purposes" means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect. B.2.9 Read Responsibility Provisions Closely Some client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. This happens in part because soil and rock on project sites are typically heterogeneous and not manufactured materials with well-defined engineering properties like steel and concrete. That lack of understanding has nurtured unrealistic expectations that 1kave resulted in disappointments, delays, cost overruns, claims, and disputes. To confront that risk, geotechnical n kankly._ monly include explanatory provisions in their reports. Sometimes labeled "limitations," many of the rocate where geotechnical engineers' responsibilities begin and end, to help others recognize their res and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should resp y B.2.10 Geoenvironmental Concerns Are Not Covered The personnel, equipment, and techniques used to perfc two" environmental site assessment — differ significantly For that reason, a geotechnical engineering report do recommendations; e.g., about the likelihood oteul Unanticipated subsurface environmental probavE environmental information about the project syo find environmental risk-managem��e B.2.11 Obtain Professional s While your geotechnical e er n the engineer's services were E vapor — from the soil through b and material -performance defic recommendations will not of itself b by including building -envelope or envelope or mold specialists. Wal study — e.g., a "phase -one" or "phase- tdWorm a geotechnical engineering study. wide environmental findings, conclusions, or Rd storage tanks or regulated contaminants. failures. If you have not obtained your own consultant for a recommendation on how to Ii it sture Infiltration and Mold ssed oundwater, water infiltration, or similar issues in this report, ted, or intended to prevent migration of moisture — including water alls and into the building interior, where it can cause mold growth ngly, proper implementation of the geotechnical engineer's prevent moisture infiltration. Confront the risk of moisture infiltration ists on the design team. Geotechnical engineers are not building - Appendix B — Page 3 of 3 AMERICAN ENGINEERING TESTING, INC NOAA Atlas 14, Volume 8, Version 2 Location name: Monticello, Minnesota, USA* Duration Latitude: 45.2983°, Longitude: -93.7902°ME 10 Elevation: 959.98 ft** 50 100 'source: ESRI Maps 500 *' source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES 0.546 F 0.638 Sanja Pence, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin 1.23 NOAH, National Weather Service, Silver Spring, Maryland PF tabular I PF_graiojj a I Maps_&_aerials PF tabular PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration ��� 10 25 50 100 200 500 1000 0.375 0.439 0.546 F 0.638 0.766 0.868 FO.972 1.08 1.23 1.34 5 -min 1(0.307-0.462)1(0.359-0.541)1(0.445-0.67 ) (0.516-0.790) (0.600-0.978) (0.663-1.12) (0.717-1.28) (0.762-1.46) (0.831-1.69) (0.884-1.87) 0.549 0.643 0.800 0.934 1.12 1.27 1.42 1.58-T-1.80 1.96 10 -min 1(0.450-0.676)1(0.526-0.792)1(0.652-0.98 ) (0.756-1.16) (0.878-1.43) (0.971-1.64) (1.05-1.88) (1.12-2.13) (1.22-2.48) 0.670 0.784 0.976 F 1.14 1.37 1.55 F 1.74 1.93 2.19 2.39 154 1(0.548-0.824)1(0.641-0.966)1(0.795-1.20) (0.922-1.41) 1 (1.07-1.75) (1.18-2.00) (1.28-2.29) (1.36-2.60) (1.48-3.02) (1.58-3.34) 0.903 1.06 1.33 F 1.56 1.87 2.13 F 2.38 2.65 3.01 3.29 304 (0.739-1.11) (0.868-1.31) 1 (1.08-1.64 1 (1.26-1.93) 1 (1.47-2.39) (1.62-2.74) (1.76-3.14)_ (1.87-3.57) (2.044.15) (2.17-4.60) 1.15 1.36 1.71 2.02 2.47 2.82 3.19 3.58 4.124.54 60 -min (0.939-1.41) (1.11-1.67) 1 (1.40-2.11 1 (1.64-2.50) 1 (1.93-3.16) (2.16-3.65) (2.36-4.22)_ (2.53-4.84) (2.80-5.69) (2.99-6.34) 1.39 1.65 2.10 2.49 3.06 3.52 4.00 4.52 5.23 5.79 2 -hr (1.15-1.70) (1.36-2.02) (1.72-2.57 1 (2.03-3.06) (2.42-3.89) (2.71-4.53) (2.98-5.26)_ (3.22-6.06) (3.57-7.18) (3.84-8.03) 1.55 71.84 2.35 F 2.80 3.46 4.01 F 4.59 5.21 6.07 6.76 3 -hr (1.28-1.88) (1.52-2.24) (1.93-2.86 1 (2.29-3.42) (2.76-4.40) (3.11-5.14) (3.43-6.01)_ (3.73-6.97) (4.17-8.32) (4.51-9.33) 1.83 72.17 2.76 F 3.30 4.11 4.79 F 5.50 6.28 7.38 8.26 6 -hr (1.53-2.20) (1.80-2.61) (2.29-3.34) (2.73-4.01) (3.30-5.20) (3.74-6.10) (4.15-7.17) (4.53-8.36) (5.11-10.0) (5.54-11.3) 2.13 2.50 3.16 3.76 4.66 5.42 6.23 7.11 8.35 9.36 12 -hr (1.79-2.54) (2.10-2.99) (2.64-3.79) (3.13-4.52) (3.78-5.86) (4.27-6.86) (4.73-8.06) (5.17-9.40) (5.83-11.3) (6.32-12.7) 2.43 2.84 3.57 4.22 5.19 6.01 6.87 7.80 9.10 10.2 24 -hr (2.06-2.88) (2.40-3.37) (3.01-4.24) (3.54-5.04) (4.23-6.46) (4.76-7.53) (5.25-8.80) (5.71-10.2) (6.39-12.2) (6.92-13.7) 2-d ay 2.78 3.23 (2.37-3.27) (2.75-3.80) 4.01 4.71 (3.41-4.73) 1 (3.98-5.57) 5.74 (4.70-7.05) 6.58 7.47 (5.25-8.17) (5.75-9.48) 8.42 (6.20-10.9) 9.75 1 (6.89-13.0) 10.8 (7.41-14.5) F3 4.7y 3.07 3.51 4.29 4.99 6.02 6.87 7.77 8.74 10.1 11.2 (2.63-3.59) (3.01-4.11) (3.66-5.03) (4.23-5.87) (4.96-7.36) (5.51-8.49) (6.01-9.82)_ (6.47-11.3) (7.17-13.4) (7.71-15.0) 3.30 7 3.75 4.54 5.25 6.30 7.17 F 8.10 9.09 10.5 11.6 4�ay (2.84-3.85) (3.22-4.38) (3.89-5.31) (4.47-6.16) (5.21-7.69) (5.78-8.84) (6.29-10.2) j (6.75-11.7) (7.47-13.9) (8.02-15.5) 3.84 74.37 5.28 6.08 7.26 8.22 F 9.24 10.3 11.8 13.0 play (3.32-4.44) (3.77-5.06) (4.55-6.13) (5.21-7.09) (6.03-8.77) (6.66-10.0) (7.20-11.5) 1 (7.69-13.2) (8.45-15.5) (9.03-17.2) 4.33 4.92 5.93 6.80 8.07 9.09 10.2 11.3 12.8 F 14.0 10 -day (3.76-4.99) (4.27-5.67) 1 (5.13-6.85) (5.85-7.90) 1 (6.72-9.68) (7.38-11.0) (7.94-12.6) (8.43-14.3) (9.20-16.7) (9.78-18.5) 5.90 6.59 7.74 8.71 10.1 11.2 12.3 13.4 14.9 16.1 20 -day (5.17-6.74) (5.77-7.53) 1 (6.75-8.87) (7.55-10.0) 1 (8.44-11.9) (9.12-13.4) (9.65-15.0) (10.1-16.9) (10.8-19.3) (11.3-21.1) 7.28 8.09 9.40 10.5 12.0 13.1 14.2 15.4 16.9 18.0 30 -day (6.40-8.27) (7.11-9.20) 1 (8.23-10.7) 1 (9.13-12.0) 1 (10.0-14.1) (10.7-15.6) (11.3-17.4) (11.6-19.2) (12.2-21.7) (12.7-23.5) 9.05 10.1 11.7 13.0 14.8 16.0 17.3 18.5 20.0 21.0 45 -day (8.00-10.2 j (8.90-11.4) 1 (10.3-13.3) 1 (11.4-14.8) 1 (12.4-17.2) (13.2-18.9) (13.7-20.9) (14.0-22.9) (14.5-25.4) (14.9-27.3) 10.6 11.9 13.9 15.4 17.5 18.9 20.3 21.5 23.1 24.1 60 -day (9.37-11.9) (10.5-13.4) (12.2-15.7) (13.6-17.5) (14.7-20.2) (15.6-22.2) (16.1-24.3) (16.3-26.5) (16.8-29.2) (17.1-31.2) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 03 7 ry HEH CIR a ��Fa 26 25 - i i Cyr a " F - - 3 RJT Rive \ e SANQy j V ` 34 'may ❑��'� � 94 ►v$R° s ssi 2'Tr 3 5 GOLF COURSE RD 9rHs7 2� �tiy' , CO g W �T7H 6rHsr a� 'P° S7W ; O � `' 4rHsrF� z Hillside e Sainj Henry { �, y� 2 Catholic cem y� 50J M� ' .' '! -('E ;I10 ate ti ° d 12 ` T At4ce PROJECT �rss Sjp \ �nOOKDR LOCATION i I WOOD`'�� Ll f SCP±OOL SLVD 600TH ST 1 32.N_R28W arse �� 1p� J H a sr � cH�tsFa e DUNDAI RD 14 13 Q� OAK AVE' FA�+ 57EAD QR , J�OGE DR , sD °C 1 -MILE z P6 RADIUS LINE 0 0 0 } S7AR61NG DRni o r- MAt 4qD t& u w IST NE Helm �s+� �SZ Pioneer yCem:r yob x p C 87TH 57 NE DEER ST M o �w BAKKENSr 'o 0 o - m LEGEND m ® IMPAIRED STREAM, WITHOUT ADDITIONAL CONSTRUCTION REQUIREMENTS (MISSISSIPPI RIVER) X z SCENIC OR RECREATIONAL RIVER SEGMENT (MISSISSIPPI RIVER) a �z a� �z ow N � OJ N M SURFACE WATERS N �> 1 WIHA TOOL a, Y Z wsb October 28, 2022 Matt Leonard City Engineer/Public Works Director City of Monticello 505 Walnut Street, Suite 1 Monticello, MN 55362 Re: WIHA Tool Site Plans — Engineering Plan Review City Project No. WSB Project No. 021552-000 Dear Mr. Leonard: WSB staff have reviewed the WIHA Tool site plan submittal dated September 20,2022. The applicant proposes to construct a new manufacturing/warehouse facility over five existing lots totaling roughly 12.8 acres adjacent to 7t" Street. The documents were reviewed for general conformance with the City of Monticello's general engineering and stormwater treatment standards. We offer the following comments regarding these matters. General 1. City staff will provide additional comments on the plat and review landscaping plans under separate cover. 2. The City Fire Marshall will provide pertinent comments under separate cover. 3. Any work within Interstate 94 right of way will require a permit, add a note to the plan to this affect. The applicant shall also meet the requirements of MnDOT's plan/permit review, of applicable. 4. Provide a turning movement exhibit to show that a fire truck can access all building structures and required turn around space as required by the Fire Marshall. 5. To accommodate the City's future water treatment plant, the City would like to have the 16" raw water line extended from Ramsey Street to the 1-94 ROW line. Please see redline for approximate location. The city would like to explore the option of having the applicant install this at the time of building construction. The cost of the installation would be paid for by the City through the development agreement. 6. Additional comments have been provided directly on the plan sheets. Not all comments on the plans have been summarized in this review letter. Construction Details Plans (sheet: C2 -C6) 7. The pavement design/typical section shall be designed to meet the City's standard, at minimum. The final pavement section shall be designed by a registered geotechnical engineer for the specific soil conditions found on the site and may need to include a thicker aggregate section and/or a sand section. K:\021552-000\Admin\Docs\2022-10-03 Submittal\_2022-10-28 Wiha Tools Site - WSB Engineering Comments.docx WIHA Tool Site Plan Review — Engineering Review October 28, 2022 Page 2 o The pavement section for the primary fire truck access route shall meet a 9 -ton design. o The pavement section on 71h Street shall match the existing street section in-kind. Existing Topography and Removals Plans (Sheets: C7) 8. 16" DIP `raw' watermain is shown as being removed on the south side of 71h Street at Ramsey Street. o `Raw' watermain will need to be relocated outside the entrance road with the hydrant reinstalled. o `Raw' watermain does not connect to the 12" watermain along 7th Street but extends to the northeast down Ramsey Street. o There is an additional 6" water service to be removed not shown. 9. Show as protecting/supporting the existing storm sewer with the water service removals along 7th Street. 10. Show as removing and replacing the existing storm sewer at Wright Street and Ramsey Street with sanitary sewer and watermain installations. 11. Remove/abandon all unused sanitary sewer services along 7th Street per City requirements. Grading Drainage and Erosion/Sediment Control Plans (Sheet: C8) 12. Provide percent grade of curb lines, around paved areas, and slopes. 13. Provide EOFs for all low points. 14. Provide inlet elevations for all storm sewer structures and invert elevations at each FES. 15. Sanitary and water utilities should be screened/grayed out. 16. Confirm inlet capacity for catch basins at the low point for the south entrance driveway. 17. With final construction plans provide the following o In general maintain all surface grades within the minimum of 2% and maximum 33% slopes. Vegetated swale grades shall also be a minimum of 2.0%. o Drainage arrows on plans showing direction of runoff. Note specifically high points between each side -yard swale. o Include percent slope In all other swale locations and verify that it meets the City requirement of 2% minimum. o Add rip -rap quantities and class notes at each flared end section and pond overflows (if applicable). o Note the size of proposed storm sewer structures. 18. The proposed project will disturb more than one acre. Develop and include a SWPPP consistent with the MPCA CSWGP with future plan submittals. The SWPPP shall have all requirements as outlined in section 5.3-5.26 of the Construction Stormwater Permit. K:\021552-000\Admin\Docs\2022-10-03 Submittal\_2022-10-28 Wiha Tools Site - WSB Engineering Comments.docx WIHA Tool Site Plan Review — Engineering Review October 28, 2022 Page 3 19. An NPDES/SDS Construction Storm Water General Permit (CSWGP) shall be provided with the grading permit or with the building permit application for review, prior to construction commencing. 20. Erosion control blanket is required for slopes 4:1 or greater. 21. Label/number stormwater ponding/BMP areas on plan. 22. Add a note to the grading, drainage, and erosion control sheet noting that sweeping will be required as directed by the City Engineer of all adjacent impervious surfaces as necessary. 23. A full review of erosion/sediment control and SWPPP will be conducted with the final plan submittal. Staking Plans (Sheet: C9-10) 24. Provide truncated domes for pedestrian ramps. Utility Plan (Sheet: C11) 25. Add general notes to the utility plans to the effect of: a. The City shall not be responsible for any additional costs incurred that are associated with variations in the utility as -built elevations. All utility connections shall be verified in the field. b. The City, or agents of the City, are not responsible for errors and omissions on the submitted plans. The Owner and Engineer of Record are fully responsible for changes or modifications required during construction to meet the City's standards. c. All watermain and sanitary sewer testing shall be conducted in accordance with the City standards and specifications. Copies of all test results shall be submitted to the City (Public Works Director, City Engineer), the Owner, and the Engineer of Record. d. Watermain shall have a minimum cover of 7.5'. e. Tracer wire installation shall be in accordance with the latest edition of the MN Rural Water Association Standards. See these standards for further details. f. The City will require televising for sanitary and storm sewer pipe installations prior to accepting a warranty for the utility system; provide report and video files to the City for review. 26. Any public watermain shall be encompassed by drainage and utility easements where located outside of public road right of way. Drainage and utility easements will need to allow for a 1:1 trench from the invert of the utility with a minimum of 20' centered on the utility. 27. The City requires that domestic and fire services are separate taps from the main. A separate curb stop is required for the domestic service and gate valve (PIV) for the fire line. 28. The watermain connections to the building shall be reviewed and approved by the City Fire Marshall. Show the location of the PIV on the plan. K:\021552-000\Admin\Docs\2022-10-03 Submittal\_2022-10-28 Wiha Tools Site - WSB Engineering Comments.docx WIHA Tool Site Plan Review — Engineering Review October 28, 2022 Page 4 29. Hydrant locations shall be reviewed and approved of by the City Fire Marshal; typically, a maximum of 250' overlapping influence radius (maximum 400' spacing) is required along roadway (hose length). 30. Provide dimension notes from watermain to parallel sewer mains (storm and sanitary sewer); the minimum horizontal separation between mains is 10 feet. Where watermain crosses any storm sewer or sanitary sewer, add a note at each location to the effect of "Maintain 18 -inch Separation, 4" Rigid Insulation". If offsets are required where conflicts with normal watermain pipe placement occur, add appropriate details to the plans. 31. Provide bottom of storm sewer elevations at crossings with watermain 32. Label the pipe material/strength designation for sewer pipe (i.e. SDR 35, SDR 26, etc.). 33. Recommend keeping SAN/MH #3 out of the wheel paths of the parking area 34. Provide downspout locations for the building and whether they are collected with the storm sewer outlet pipes. 35. Match crowns of the incoming and outgoing pipes at structures (e.g. CB/MH #7, etc.) 36. Plug end of 20" storm sewer stub from CB/MH #15 37. Add rip -rap quantities and class notes at each flared end section and pond overflows (if applicable). 38. On the final plans, note the sizes of the proposed storm sewer structures. Paving and Restoration Plan (Sheet: C12) 39. Pave entire emergency/fire vehicle route as `Heavy Duty Bituminous Pavement'. Stormwater Management 40. The development will need to meet the appropriate watershed standards and the applicant shall submit for the required permits and provide copies to the City when approved. 41. The development will need to meet the City's volume control requirement to capture and retain onsite 1.1" of runoff from the net new impervious surface. By satisfying the volume requirement the water quality requirement is considered met. Follow the City's Stormwater Design Manual for alternative credits towards the volume requirement if infiltration is not feasible. o Refer to Monticello's Stormwater Design Manual for alternatives to infiltration and the credit given to each practice. o The proposed project is required to treat 28,404 CF of new impervious. Credit can only be given to impervious surface that is directed to the stormwater BMP's. ■ The infiltration basin treats 303,602 sf of new impervious surface providing 27,830 CF of treatment. 303,602*1.1*1/12= 27,830 CF, which does not meet requirements 42. Show unobstructed maintenance access to all ponding facilities and stormwater BMP's. 43. With final design, provide storm sewer calculations using the rational method, sizing storm sewer for the 10 -yr 24 -hr Atlas 14 rainfall. Provide drainage area map for storm sewer sizing and calculations K:\021552-000\Admin\Docs\2022-10-03 Submittal\_2022-10-28 Wiha Tools Site - WSB Engineering Comments.docx WIHA Tool Site Plan Review — Engineering Review October 28, 2022 Page 5 44. Provide pretreatment for the direct storm sewer outfalls to the infiltration basins in the form of 4 foot sumps per City standards. CBMH 1 should be a sump before discharging to the infiltration basin 45. Provide stabilized EOF routes for the infiltration basins, showing elevation and route of flow on the plan set. 46. Maintain all surface grades within the minimum of 2% and maximum 33% slopes. Vegetated swale grades shall be 2.0% or more. If steeper slopes are being proposed along infiltration basins provide information for stabilization methods to prevent erosion and ensure stabilization of soils. 47. A piezometer shall be installed per City standards in order to ascertain the level of the local groundwater table and demonstrate at least three feet of separation between the bottom of the proposed facility and the groundwater. 48. Provide soil borings within the proposed infiltration basins with a minimum depth of 5' below the bottom of the proposed infiltration basin to confirm separation for ground water 49. Soils report should be attached to the Storm Water Management Plan outlining the soil layers, depth, and type of each class to ensure infiltration is feasible at the assumed 0.45' per hour rate. 50. Provide an operation and maintenance plan for the infiltration basin along with the rest of the storm sewer structures. This should include an inspection form and frequency and type of inspections. Wetlands 51. While a review of the National Wetland Inventory (NWI) and soils maps do not list wetlands on the site, a review of several air photos indicates there may be a wetland on the site. A Level 1 desktop wetland delineation needs to be provided. If the Level 1 shows wetland signatures, a Level 2 field wetland delineation will be needed. If there is a regulated wetland on the site, a wetland impact application in conformance with the Wetland Conservation Act will also be needed. Environmental Revi 52. The project has been reviewed to determine if an Environmental Assessment Worksheet (EAW) is needed. Based on the information provided, an EAW is not needed. The project includes construction of 72,540 square feet of office and warehouse with the possible future expansion to add another 82,202 square feet of space. The total possible development is 154,742 square feet. The trigger for an EAW in Monticello is 300,000 for this type of use. K:\021552-000\Admin\Docs\2022-10-03 Submittal\_2022-10-28 Wiha Tools Site - WSB Engineering Comments.docx WIHA Tool Site Plan Review — Engineering Review October 28, 2022 Page 6 Please have the applicant provide a written response addressing the comments above. We would be happy to discuss this review in more detail. Please contact me at 612-419-1549 if you have any questions or if you would like to set up a time to meet. Sincerely, WSB Jim Stremel, P.E. City Engineer K:\021552-000\Admin\Docs\2022-10-03 Submittal\_2022-10-28 Wiha Tools Site - WSB Engineering Comments.docx OF Monticello October 27th, 2022 Re: Wiha Tools Preliminary and Final Plat City Planning File # 2022-41 General Comments PHONE: 763-295-2711 FAx:763-295-4404 505 Walnut Street I Suite 1 I Monticello, MN 55362 The City is not responsible for errors and omissions on the submitted plans. The owner, developer, and engineer of record are fully responsible for changes or modifications required during construction to meet the City's standards. After review of the most recent land use application plans dated 9-20-22 for the proposed development in the City of Monticello, we have determined the following based on the 2020 MN State Fire Code: 1. The applicant will verify that all access drive spacing in the parking lots are at least 24ft wide for aerial apparatus access and circulation within this lot. The allowed decrease is from the required 26 feet width specified in Fire Code Appendix D105.2. 2. The applicant will verify and provide full turning radius in access roads for the City's aerial apparatus as required in Fire Code Appendix D103.3. 3. The City of Monticello has adopted appendix P of the fire code. This requires that a building have adequate first responder radio coverage. Please work with the Fire Marshal to comply with this section. 4. The City requires that you install a fire keybox on the outside of your building. Please work with the fire marshal on this requirement. S. We require that you work with the Fire Chief/Fire Marshal on locating your Fire Department Connection for the sprinkler system. The Fire Marshal must approve the location before it is installed. www.ci.monticel lo.m n.us TY Monticelflo PHONE: 763-295-2711 FAX: 763-295-4404 505 Walnut Street Suite 1 Monticello, MN 55362 6. Finally, we are requiring hydrant spacing at 400 feet based on Fire Code Section 507.5.1 exception number 2. These items are subject to approval of the Monticello Fire Chief and Fire Marshal. This is a preliminary list of items that would need to be addressed. Please have the applicant provide a written response addressing the comments above. Please contact the Department of Building Safety with any questions. Sincerely, Chief Building Official/Zoning Administrator www.ci.monticello.mn.us MDEPARTMENT OF 1 TRANSPORTATION November 16, 2022 Ms. Angela Schumann Community Development Director City of Monticello RE: C.S. 8680; R.P. 193.859 (1 94) Wiha Addition Plat Monticello, Minnesota Dear Ms. Schumann: District 3 - Planning 7694 Industrial Park Road Baxter, MN 56425 218/828-5700 or 1-800-657-3971 The Minnesota Department of Transportation (MnDOT) has reviewed the above -referenced plat in compliance with the provisions of Minnesota Statutes 505.03, Plats and Surveys. MnDOT would like to offer the following comments/recommendations: 1. MnDOT District 3 staff has reviewed the property plan documents for the Wiha Addition Plat property that abuts Interstate 94 in the City of Monticello and would like to provide the following comments. 2. MnDOT District 3 staff do not find any substantive comments or concerns with the plat. 3. No encroachments maybe made to the Interstate 94 right of way. 4. No work may be done in the Interstate 94 right of way without a permit. There shall be no net increase in storm water runoff to Interstate 94 right of way from the property. Contact Keith Peterson, District 3 Permits Supervisor for right of way work questions and permit information. If you have any further questions or comments, please call me at 320-223-6526. Sincerely, Digitally signed by Thomas Thomas Cruikshank Cruikshank Date: 2022.1 1.16 08:52:01 -06'00' Tom Cruikshank Principal Planner ecc: MnDOT District 3 Development Review Committee file An equal opportunity employer DEVELOPMENT CONTRACT (Developer Installed Improvements) WIHA ADDITION (PC# 2022-041_) THIS DEVELOPMENT CONTRACT ("Contract") dated , 2022, by and between the CITY OF MONTICELLO, a Minnesota municipal corporation ("City"), and WILLI HAHN CORPORATION. a Minnesota corporation, (the "Developer"). 1. REQUEST FOR PLAT APPROVAL. The Developer has asked the City to approve a plat and site plan submittal for WIHA ADDITION (referred to in this agreement as the "Plat" and the "Development") consisting of 12.87 acres. The land is located in the County of Wright, State of Minnesota, and is legally described on the attached Exhibit "A" ("Property"). The Developer is developing the Property as a light manufacturing facility under the Industrial and Business Campus (IBC) District zoning standards. 2. CONDITIONS OF PLAT APPROVAL. The City hereby approves the Plat on condition that the Developer enter into this Contract, furnish the security required by it, and record the Plat with the 2240420 County Recorder or Registrar of Titles within 365 days after the City Council approves the final Plat or the execution of this Contract, whichever occurs later. The City hereby grants approval to the Plat provided the Development is consistent with the conditions of this Contract and the specific City conditions, and requirements as set forth in City Resolution , , adopted by the City Council on November 28, 2022, and subject to the conditions of Exhibit Z in the staff report of the Planning Commission Agenda dated November 1, 2022 and Exhibit Z of the staff report of the City Council Agenda dated November 28, 2022. 3. RIGHT TO PROCEED. Within the plat or land to be platted, the Developer may not grade or otherwise disturb the earth, remove trees, construct sewer lines, water lines, streets, utilities, public or private improvements, or any buildings until all the following conditions have been satisfied: 1) this Contract has been fully executed by both parties and filed with the City Clerk, 2) the necessary security has been received by the City, 3) the Plat has been submitted to the Wright County Recorder's Office/Registrar of Title's Office, and 4) the City has issued a letter that all conditions have been satisfied and that the Developer may proceed. 4. PHASED DEVELOPMENT. A. Should the Developer convey any lot or lots in the Development to a third party, the City and the owner of that lot or those lots may amend this Development Contract or other city approvals or agreements for development or use of those lots without the approval or consent of the Developer or other lot owners in the Development. Private agreements between the owners of lots within the Development for shared service or access and related matters necessary for the efficient use of the Development shall be the responsibility of the lot owners and shall not bind or restrict City authority to approve applications from any lot owner in the Development. 2240420 B. All lots within the Development will be platted in a single phase. The Developer may undertake future building additions within the Plat, subject to the land use and platting requirements in place at the time of the proposed building addition. 5. PRELIMINARY PLAT STATUS. The Plat is not a multi -phased preliminary plat. The Plat includes a single lot and block. 6. CHANGES IN OFFICIAL CONTROLS. For two (2) years from the date of this Contract, no amendments to the City's Comprehensive Plan, or official controls shall apply to or affect the use, development density, lot size, lot layout or dedications of the approved Plat unless required by state or federal law or agreed to in writing by the City and the Developer. Thereafter, notwithstanding anything in this Contract to the contrary, to the full extent permitted by state law, the City may require compliance with any amendments to the City's Comprehensive Plan and official controls. 7. ZONING. Except as otherwise provided herein, the subject property shall be subject to the zoning regulations and the requirements and standards of the IBC District in effect at the time the final Plat is approved. If there is a conflict among these regulations, the conflict shall be resolved in the order listed below with item number one being primary: (1) Development Contract [this document]. (2) IBC District Regulations 8. CONDITION FOR SUBSEQUENT APPROVALS. No final Plat for changes or amendments to this PUD Agreement shall be approved, nor shall construction commence for such additional land uses, until an amendment of the PUD Agreement is processed and approved, subject to the requirements of the Monticello Zoning and Subdivision Ordinances, including the submission of site and multi -family building plans, final grading and drainage plans, final utility plans, and final landscaping plans. 2240420 9. DEVELOPMENT PLANS. The Plat shall be developed in accordance with the following plans. The plans shall not be attached to this Contract. With the exception of Plans A and B, the plans may be prepared, subject to City approval, after entering the Contract, but before commencement of any work in the Plat. If the plans vary from the written terms of this Contract, the written terms shall control. The plans are: Plan A - Plat Plan B - Final Grading, Drainage, and Erosion Control Plan Plan C - Sanitary Sewer and Watermain Plan Plan D — Civil Details Plan Plan E Street and Storm Sewer Plan Plan F — Stormwater Management Plan Plan G — Utility Plan Plan H - Street Lighting Plan Plan I - Landscape and Tree Preservation Plans Plan J — Building Plans, fagade elevations and typical architectural design plans Plan K — Sidewalk and Trail Plan Plan L — Sign Plan 10. IMPROVEMENTS. The Developer shall install and pay for the following: A. Sanitary Sewer System (Private) B. Water System C. Storm Sewer System (Private) D. Concrete Curb and Gutter E. Street Lights 2240420 F. Site Grading, Ponding, and Erosion Control G. Underground Utilities H. Setting of Iron Monuments I. Surveying and Staking J. Sidewalks and Trails K. Retaining Walls L. Mailboxes: All developers must meet with the City of Monticello Street Superintendent and USPS to determine the type of mail boxes installed and the location of all mail boxes. Initial costs of the mail boxes and their installation are the responsibility of the Developer. All residential developments (other than standard single family homes) must install locking cluster mail boxes. The improvements shall be installed in accordance with the City subdivision ordinance; City standard specifications for utilities and street construction; and any other ordinances. The Developer shall submit plans and specifications which have been prepared by a registered professional engineer to the City for approval by the City Engineer. The City may, at the City's discretion and at the Developer's expense, have one or more City inspectors and a soil engineer inspect the work on a full or part-time basis. The Developer, its contractors and subcontractors, shall follow all written instructions received from the City's inspectors subject to Developer's plans and specifications. The Developer or his engineer shall schedule a pre -construction meeting at a mutually agreeable time at the City Council chambers with all parties concerned, including the City staff, to review the program for the construction work. Within thirty (30) days after the completion of the improvements and before the security is released, the Developer shall supply the City with a complete set of reproducible "as constructed" plans, an electronic file of the "as constructed" plans in an auto CAD.DWG file or a .DXF file, and two complete sets of blue line "as constructed" plans, all prepared in accordance with City standards. 2240420 In accordance with Minnesota Statutes § 505.021, the final placement of iron monuments for all lot corners must be completed before the applicable security is released. The Developer's surveyor shall also submit a written notice to the City certifying that the monuments have been installed. 11. PUBLIC WATERMAIN IMPROVEMENT. The Developer will install two 18" watermains within the proposed drainage and utility easement located within the Plat. The Developer will submit to the City the engineer's estimate of design and construction cost prior to approval. The City will review and authorize reimbursement to the Developer for the watermain design based on the engineer's estimate of cost for the design portion of the project as approved by the City Engineer and for the construction of the watermain based on actual costs as represented by the bid tabulations provided by the Developer. Payments will be made to the Developer based on the bid tabulation and upon City inspection that such improvements have been completed in conformance to City standards and specification. The Developer's contractor shall provide a two-year warranty for the public watermains. The City will complete on-site inspection during construction of the public watermains at its cost. Such cost is not subject to the Developer's escrow requirements of this agreement. License to the City to enter and inspect is authorized by the established drainage and utility easement. 12. DESIGN STANDARDS. The applicable Planned Unit Development Zoning District Regulations are equal to those set forth in the IBC Zoning District Regulations. 13. PERMITS. The Developer shall obtain or require its contractors and subcontractors to obtain all necessary permits, including but not limited to: • Wright County for County Road Access and Work in County Rights -of -Way • Wright County Soil Conservation District • MnDot for State Highway Access • Minnesota Department of Health for Watermains • NPDES Permit for Stormwater Connections • MPCA for Sanitary Sewer and Hazardous Material Removal and Disposal • DNR for Dewatering • City of Monticello for Building Permits 2240420 14. DEWATERING. Due to the variable nature of groundwater levels and stormwater flows, it will be the Developer's and the Developer's contractors and subcontractors responsibility to satisfy themselves with regard to the elevation of groundwater in the area and the level of effort needed to perform dewatering and storm flow routing operations. All dewatering shall be in accordance with all applicable county, state, and federal rules and regulations. DNR regulations regarding appropriations permits shall also be strictly followed. 15. TIME OF PERFORMANCE. The Developer shall install all required public improvements by August 30, of the year following the year of recording of the final Plat with the exception of the final wear course of asphalt on streets. The final wear course on streets shall be installed between August 15th and October 15th of the year following installation of improvements, at the direction and in the discretion of the City Engineer. The Developer may, however, request an extension of time from the City. If an extension is granted, it shall be conditioned upon updating the security posted by the Developer to reflect cost increases and the extended completion date. Paving of the public streets shall be in conformance with the most current City of Monticello General Specifications and Standard Detail Plans. 16. LICENSE. The Developer hereby grants the City, its agents, employees, officers and contractors a license to enter the platted property to perform all work and inspections deemed appropriate by the City in conjunction with plat development. 17. EROSION CONTROL AND STORM WATER CONTROL. Prior to initiating site grading, the erosion control plan, Plan B, shall be implemented by the Developer and inspected and approved by the City or Wright County Soil and Water Conservation District. The City or Wright County Soil and Water Conservation District may impose additional erosion control and storm water requirements if they would be beneficial. All areas disturbed by the excavation and backfilling operations 2240420 shall be reseeded within 48 hours after the completion of the work or in an area that is inactive for more than seven (7) days unless authorized and approved by the City Engineer. Except as otherwise provided in the erosion control plan, seed shall be in accordance with the City's current seeding specification which may include certified oat seed to provide a temporary ground cover as rapidly as possible. All seeded areas shall be fertilized, mulched, and disc anchored as necessary for seed retention. The parties recognize that time is of the essence in controlling erosion. If the Developer does not comply with the erosion control plan and schedule or supplementary instructions received from the City or the Wright County Soil and Water Conservation District, the City may take such action as it deems appropriate to control erosion. The City will endeavor to notify the Developer in advance of any proposed action, but failure of the City to do so will not affect the Developer's and City's rights or obligations hereunder. If the Developer does not reimburse the City for any cost the City incurred for such work within ten (10) days, the City may draw down the letter of credit to pay any costs. No development, utility or street construction will be allowed and no building permits will be issued unless the Plat is in full compliance with the approved erosion control plan and storm water control measures are in place. 18. GRADING PLAN AND CERTIFICATION. The Plat shall be graded in accordance with the approved grading plan, stormwater control measures and erosion control plan as set forth in Plan "B". The plan shall conform to City of Monticello specifications. Within thirty (30) days after completion of the grading and before the City approves individual building permits (except as permitted by this agreement or the Building Official), the Developer shall provide the City with an "as constructed" grading plan certified by a registered land surveyor or engineer that all ponds, swales, and ditches have been constructed on public easements or land owned by the City. Additionally, the "as constructed" grading plan will include a certification that the grading following construction activities has been undisturbed or has been returned to the state required in the grading plan. The "as constructed" plan shall 2240420 include field verified elevations of the following: a) cross sections of ponds; b) location and elevations along all swales, wetlands, wetland mitigation areas if any, ditches, locations and dimensions of borrow areas/stockpiles, and installed "conservation area" posts; and c) lot corner elevations, and building pads. The City will withhold issuance of building permits until the approved certified grading plan is on file with the City and all erosion control measures are in place as determined by the City Engineer. The Developer certifies to the City that all lots with building footings placed on fill have been monitored and constructed to meet or exceed applicable specifications. 19. CLEAN UP. The Developer shall clean dirt and debris from streets that has resulted from construction work by the Developer, home builders, subcontractors, their agents or assigns. Prior to any construction in the Plat, the Developer shall identify in writing a responsible party and schedule for erosion control, street cleaning, and street sweeping. The Developer shall pay a penalty of $100.00 a day for each calendar day that the streets are not cleaned in accordance with this paragraph. If the Developer repeatedly fails to clean streets in accordance with this paragraph, the City may, in its discretion, perform the work or contract to have the work completed and bill the costs to the Developer. The City will endeavor to notify the Developer in advance of any proposed action, but failure of the City to do so will not affect the Developer's and City's rights or obligations hereunder. If the Developer does not reimburse the City for any cost the City incurred for such work within ten (10) days from the date notice of the amount owed to the City is mailed, the City may draw down the Irrevocable Letter of Credit to pay any costs. No development, utility or street construction will be allowed and no building permits will be issued unless the Plat is in full compliance with the requirements of this paragraph. 20. OWNERSHIP OF IMPROVEMENTS. Upon completion of the work and construction required by this Contract, the improvements lying within public easements shall become City property without further notice or action. 2240420 21. CITY PLANNING, LEGAL AND ADMINISTRATION. A. The Developer shall submit an escrow deposit for fees for City staff administration and City planning -related expenses associated with processing of the Plat, PUD and associated administration. Fees for this service shall be at standard hourly rates per the City's adopted fee schedule estimated to be two percent (2.0%) of the estimated construction cost of the Public Improvements, assuming normal construction and project scheduling. Developer will provide a $2,000.00 escrow, which is separate and in addition to any other escrow funds for this Development. This amount is subject to reconciliation based on actual costs at the completion of the project. B. The Developer shall submit an escrow deposit for fees relating to City legal -related expenses associated with the Plat and PUD development. Fees for this service shall be at standard hourly rates per the City's adopted fee schedule estimated to be one percent (1.0%) of the estimated construction cost of the Public Improvements, assuming normal construction and project scheduling. Developer will provide a $2,000.00 escrow, which is separate and in addition to any other escrow funds for this Development. This amount is subject to reconciliation based on actual costs at the completion of the project. C. The fees owed by the Developer to the City under this Section shall be paid from the escrows amounts. Any amounts not utilized from the escrow account shall be returned to the Developer when all the Development has been completed in accordance with this Agreement. If additional escrow amounts are required for such costs incurred beyond the escrow deposit, the Developer shall be billed directly for such costs and there shall be no issuance of occupancy permits until all such obligations have been fully paid. 22. CITY ENGINEERING ADMINISTRATION AND CONSTRUCTION OBSERVATION. 2240420 A. The Developer shall pay a fee for the City's engineering administration as related to the Public Improvements. City engineering administration will include monitoring of construction observation related to Public Improvements, consultation with Developer and its engineer on status or problems regarding the project, coordination for final inspection and acceptance, project monitoring during the warranty period, and processing of requests for reduction in security. Fees for this service shall be at standard hourly rates per the City's adopted fee schedule estimated to be four percent (4.0%), of the estimated construction cost of the Public Improvements, assuming normal construction and project scheduling. Developer will provide a $2,387.48 escrow, which is separate and in addition to any other escrow funds for this Development, to pay the fees owed to the City under this Section. The Developer shall pay for construction observation performed by the City's consulting engineer. Construction observation shall include part or full-time inspection of proposed public utilities and will be billed on standard hourly rates per City's adopted fee schedule. The cost of the construction observation is included in the four (4%) estimate. B. The Developer shall pay a fee for the City's engineering administration as related to grading and restoration of the subject property. City engineering administration will include monitoring of construction observation related to grading and restoration of the site, consultation with Developer and their engineer on status or problems regarding the project, coordination for final inspection and acceptance, and processing of requests for reduction in security. Fees for this service shall be at standard hourly rates per the City's adopted fee schedule estimated to be three percent (3.0%), of the estimated construction cost of the subject property grading and restoration cost, assuming normal construction and project scheduling. Developer will provide a $9,154.08 escrow, which is separate and in addition to any other escrow funds for this Development. The Developer shall pay for construction observation performed by the City's consulting 2240420 engineer. Construction observation shall include part or full-time inspection of proposed public utilities and will be billed on standard hourly rates per City's adopted fee schedule. C. The fees owed by the Developer to the City under this Section shall be paid from the escrow amounts. Any amounts not utilized from the escrow account shall be returned to the Developer when all the Development has been completed in accordance with this Agreement. If additional escrow amounts are required for such costs incurred beyond the escrow deposit, the Developer shall be billed directly for such costs and there shall be no issuance of occupancy permits until all such obligations have been fully paid. 23. CLAIMS. In the event that the City receives claims from labor, materialmen, or others that work required by this Contract has been performed, the sums due them have not been paid, and the laborers, materialmen, or others are seeking payment from the City, the Developer hereby authorizes the City to commence an Interpleader action pursuant to Rule 22, Minnesota Rules of Civil Procedure for the District Courts, to draw upon the letters of credit in an amount up to 125 percent of the claim(s) and deposit the funds in compliance with the Rule, and upon such deposit, the Developer shall release, discharge, and dismiss the City from any further proceedings as it pertains to the letters of credit deposited with the District Court, except that the Court shall retain jurisdiction to determine attorneys' fees pursuant to this Contract. 24. STORM SEWER AREA TRUNK AREA CHARGE. The Development is subject to a storm sewer area charge of $47,801.60 , which is payable at the prevailing rate at the time of final plat approval. The area charge is based on the net area of the final Plat, and is calculated as follows: 11.2acres x $4,268 (Base Fee/Net Acre, 2022 Rate) _ $47,801.60 The Alternate Ponding Fee is not applicable to this development. The total storm sewer area charge for the Development of $47,801.60 shall be assessed against the property if not paid by the Developer in cash at the time of final Plat approval at developer's option. If 2240420 the Developer elects to have the charges assessed to the properties herein, the assessment shall be payable over a five year period, in five equal principal installments, plus interest at 1.5% over prime as published in the Wall Street Journal at the time of assessment per annum on the remaining principal balance each year. 25. SANITARY SEWER TRUNK AREA CHARGE. The Development is subject to a sanitary sewer area charge of $51,415.65, which is payable at the prevailing rate at the time of final plat approval. The area charge is based on a per unit basis of the final Plat and is calculated as follows: 12.87 acres x $3,995.00 per acre (2022 Rate) = $51,415.65 The Developer shall be assessed or shall pay the sanitary sewer area charge in cash at the time of final Plat approval at developer's option. If the Developer elects to have the charges assessed to the properties herein, the assessment shall be payable over a five year period, in five equal principal installments, plus interest at 1.5% over prime as published in the Wall Street Journal at the time of assessment per annum on the remaining principal balance each year. 26. WATER MAIN AREA TRUNK CHARGE. The Development is subject to a water main area charge of $38,017.98, which is payable at the prevailing rate at the time of final plat approval. The area charge is based on a per unit basis of the final Plat and is calculated as follows: 12.87 acres x $2,954.00 per acre (2022 Rate) = $38,017.98 The Developer shall be assessed or shall pay the sanitary sewer area charge in cash at the time of final Plat approval at developer's option. If the Developer elects to have the charges assessed to the properties herein, the assessment shall be payable over a five year period, in five equal principal installments, plus interest at 1.5% over prime as published in the Wall Street Journal at the time of assessment per annum on the remaining principal balance each year. 2240420 27. LANDSCAPING. The Developer shall follow all requirements of the City's Zoning Ordinance requirements and the City approved Landscape Plan. 28. SPECIAL PROVISIONS. The following special provisions shall apply to Plat development: A. The Developer shall provide an updated screening and landscaping plan to ensure that all loading and service areas are screened and landscaped from abutting and surrounding residential uses and public rights of way, consistent with the requirements of the Zoning Ordinance. B. The Developer shall install a sidewalk connecting the public street pathway/sidewalk to the walkway around and to the building entrance points. C. The Developer shall install a public sidewalk along 7th Street. D. Prior to City Council approval of the final Plat, the Developer shall furnish a boundary survey of the proposed property to be platted with all property corner monumentation in place and marked with lath and a flag. Any encroachments on or adjacent to the property shall be noted on the survey. The Developer shall post a $300.00 security for the final placement of interior subdivision iron monuments at property corners. The security was calculated as follows: one (1) unit at $300.00 per unit. The security will be held by the City until the Developer's land surveyor certifies that all irons have been set following site grading and utility and street construction. In addition, the certificate of survey must also include a certification that all irons for a specific lot have either been found or set prior to the issuance of a building permit for that lot. E. The Developer is required to submit the final Plat in electronic format. The electronic format shall be either AutoCAD.DWG file or a .DXF file. All construction record drawings (e.g., grading, utilities, and streets) shall be in electronic format in accordance with standard City 2240420 specifications. The Developer shall also submit one complete set of reproducible construction plans on Mylar. 29. SUMMARY OF SECURITY REQUIREMENTS. A. To guarantee compliance with the terms of this agreement, payment of real estate taxes including interest and penalties, payment of special assessments, payment of the costs of all public improvements, and construction of all public improvements, the Developer shall furnish the City with a letter of credit from a bank (security) for $74,983.75.00, plus a cash fee of $15,541.56 for City engineering, expenses and administration. The irrevocable letter of credit or other security deemed acceptable to the City is referred to throughout this Agreement as the "Security". The Security shall be in the form attached hereto as Exhibit `B", from a bank approved by the City. The bank shall be authorized to do business in the State of Minnesota, and shall provide a Minnesota office for presentment of the Letter of Credit or other alternative acceptable to the City. The Security shall extend through completion and acceptance (including the expected warranty period) by the City of the Development Work. The amount of the Security was calculated as follows: CONSTRUCTION COSTS: Sanitary Sewer $ NA Watermain $ NA Storm Sewer/Draintile/Infiltration Basin $ NA Sidewalks/Trails $ 59,687.00 Lighting/Mailboxes/Street Signage $ NA Retaining Walls $ NA CONSTRUCTION SUB -TOTAL (ESTIMATED) $ Lot Corners/Iron Monuments $ 300.00 TOTAL COSTS $ 59,987.00 TOTAL SECURITIES: Total Costs X 125% $74,983.75 2240420 This breakdown is for historical reference; it is not a restriction on the use of the Security. The bank shall be subject to the approval of the City Administrator. The Security shall be for a term ending when maintenance bond is posted. Individual security instruments may be for shorter terms provided they are automatically renewed on an annual basis until expiration. The City may draw down the Security with 30 days written notice to Developer, for any violation of the terms of this Contract or if the Security is allowed to lapse prior to the end of the required term. If the required public improvements are not completed at least thirty (30) days prior to the renewal of the Security, the City may also draw it down. If the Security is drawn down, the proceeds shall be used to cure the default. Upon receipt of proof satisfactory to the City that work has been completed and financial obligations to the City have been satisfied, with City approval the Security may be reduced from time to time by ninety percent (90%) of the financial obligations that have been satisfied. Ten percent (10%) of the amounts certified by the Developer's engineer shall be retained as Security until all improvements have been completed, all financial obligations to the City satisfied, the required "as constructed" plans have been received by the City, a warranty security is provided, and the public improvements are accepted by the City Council. B. To guarantee compliance with the terms of this agreement, the Developer shall furnish the City with another letter of credit, in the form attached hereto, from a bank ("security") for $38,610.00 for grading and landscaping. The amount of the security was calculated as follows: Grading $ 38,610.00 Landscaping $183,750.00.00 ($147,000.00 x 125%) TOTAL $222,360.00 30. SUMMARY OF CASH REQUIREMENTS. The following is a summary of the cash requirements under this Contract which must be furnished to the City prior to the time of final Plat approval: Legal (I%) 2240420 $ 2000.00 City Administration and Planning (1%) $ 2000.00 Engineering and Inspection (7%) Grading/Restoration & Erosion & Sediment Control Inspection Fee (3% of grading) $ 9,154.00* Streets and Utilities Review & Inspection (4%) $ 2387.48* Total Cash Requirements $15,541.56* * Fees reconciled to actual expenses at close of project. 31. WARRANTY. The Developer warrants all improvements required to be constructed by it pursuant to this Contract against poor material and faulty workmanship. The warranty period for public improvements and underground utilities is two years and shall commence following completion and acceptance by City Council. The Developer or its Contractors shall post maintenance bonds in the amount of twenty-five percent (25%) of final certified construction costs to secure the warranties. Maintenance Bonds of the prime contractor may be accepted subject to City approval. The City shall retain ten percent (10%) of the security posted by the Developer until the maintenance bonds are furnished the City or until the warranty period expires, whichever first occurs. The retainage may be used to pay for warranty work. The City standard specifications for utilities construction identify the procedures for final acceptance of utilities. 32. RESPONSIBILITY FOR COSTS. A. Except as otherwise specified herein, the Developer shall pay all actual costs incurred by it or the City in conjunction with the development of the Plat, including but not limited to Soil and Water Conservation District charges, legal, planning, engineering and inspection expenses incurred in connection with approval and acceptance of the Plat, the preparation of this Contract, review of construction plans and documents, and all costs and expenses incurred by the City in monitoring and inspecting development of the Plat. The Developer shall deposit with the City the amount set forth in 2240420 Section 30 to be used for the payment of these fees and enforcement fees. If the amount in the deposit account drops below 15% of the initial amount, the Developer will make additional deposits in amounts set by the City. At the completion of the project and following payment of all expenses related to the project, the City shall return the remaining deposit funds to the Developer. B. The Developer shall hold the City and its officers, employees, and agents harmless from claims made by it and third parties for damages sustained or costs incurred resulting from plat approval and development. The Developer shall indemnify the City and its officers, employees, and agents for all costs, damages, or expenses which the City may pay or incur in consequence of such claims, including reasonable attorneys' fees and costs. C. The Developer shall reimburse the City for costs incurred in the enforcement of this Contract, including engineering and attorneys' fees. D. The Developer shall pay, or cause to be paid when due, and in any event before any penalty is attached, all special assessments referred to in this Contract. The Developer hereby waives all assessment notice and hearing requirements. If the Developer elects to have the charges set forth in this contract assessed to the properties herein, the assessment shall be payable over a five year period, in ten equal principal installments, plus interest at 1.5 % over prime as published in the Wall Street Journal at the time of assessment per annum on the remaining principal balance each year. Interest will begin to accrue on the principal balance commencing on the date of final Plat approval by the City of Monticello or the date of this contract, whichever is later. E. The Developer shall pay in full all bills submitted to it by the City for obligations incurred under this Contract within thirty (30) days after receipt. If the bills are not paid on time, the City may halt Plat development and construction until the bills are paid in full. Bills not paid within thirty (30) days shall accrue interest at the rate of eighteen percent (18%) per year. 2240420 F. In addition to the charges and special assessments referred to herein, other charges and special assessments may be imposed such as but not limited to sewer availability charges ("SAC"), City water connection charges, City sewer connection charges, and building permit fees. G. If the Developer is dedicating property to the City to satisfy Park Dedication requirements, separate legal descriptions shall be developed for these properties and quitclaim deeds shall be executed for each of the transactions. The Developer agrees to pay all real estate taxes due or payable on outlots transferred to the City for the period up to the time the outlots become tax exempt. 33. DEVELOPER'S DEFAULT. In the event of default by the Developer as to any of the work to be performed by it hereunder, the City may, at its option, perform the work and the Developer shall promptly reimburse the City for any expense incurred by the City, provided the Developer, except in an emergency as determined by the City, is first given notice of the work in default, not less than forty- eight (48) hours in advance. This Contract is a license for the City to act, and it shall not be necessary for the City to seek a Court order for permission to enter the land. When the City does any such work, the City may, in addition to its other remedies, assess the cost in whole or in part. 34. MISCELLANEOUS. A. The Developer represents to the City that the Plat complies with all city, county, metropolitan, state, and federal laws and regulations, including but not limited to: subdivision ordinances, zoning ordinances, and environmental regulations. If the Plat ceases to comply with county, metropolitan, state and federal laws and regulations, the City may, at its option, refuse to allow construction or development work in the Plat until the Developer does comply. Upon the City's demand, the Developer shall cease work until there is compliance. B. Third parties shall have no recourse against the City under this Contract. 2240420 C. Breach of the terms of this Contract by the Developer shall be grounds for denial of building permits, including lots sold to third parties. D. If any portion, section, subsection, sentence, clause, paragraph, or phrase of this Contract is for any reason held invalid, such decision shall not affect the validity of the remaining portion of this Contract. E. If building permits are issued prior to the acceptance of public improvements, the Developer assumes all liability and costs resulting in delays in completion of public improvements and damage to public improvements caused by the City, Developer, its contractors, subcontractors, material men, employees, agents, or third parties. No sewer and water connection permits may be issued and no one may occupy a building for which a building permit is issued on either a temporary or permanent basis until the streets needed for access have been paved with a bituminous surface and the utilities are accepted by the City Engineer. F. The action or inaction of the City shall not constitute a waiver or amendment to the provisions of this Contract. To be binding, amendments or waivers shall be in writing, signed by the parties and approved by written resolution of the City Council. The City's failure to promptly take legal action to enforce this Contract shall not be a waiver or release. G. This Contract shall run with the land and may be recorded against the title to the property. The Developer covenants with the City, its successors and assigns, that the Developer is well seized in fee title of the property being final platted and/or has obtained consents to this Contract, in the form attached hereto, from all parties who have an interest in the property; that there are no unrecorded interests in the property being final platted; and that the Developer will indemnify and hold the City harmless for any breach of the foregoing covenants. In the event this Contract is filed of record, upon compliance of all terms herein by Developer, the City shall file a termination of record. 2240420 H. Developer or its prime contractor shall take out and maintain or cause to be taken out and maintained until one (1) month after the City has accepted the public improvements, public liability and property damage insurance covering personal injury, including death, and claims for property damage which may arise out of Developer's work or the work of its subcontractors or by one directly or indirectly employed by any of them. Limits for bodily injury and death shall be not less than $500,000 for one person and $1,000,000 for each occurrence; limits for property damage shall be not less than $200,000 for each occurrence; or a combination single limit policy of $1,000,000 or more. The City shall be named as an additional insured on the policy, and the Developer shall file with the City a certificate evidencing coverage prior to the City signing the Plat or when any construction commences, whichever later occurs. The certificate shall provide that the City must be given ten (10) days advance written notice of the cancellation of the insurance. I. Each right, power or remedy herein conferred upon the City is cumulative and in addition to every other right, power or remedy, express or implied, now or hereafter arising, available to City, at law or in equity, or under any other agreement, and each and every right, power and remedy herein set forth or otherwise so existing may be exercised from time to time as often and in such order as may be deemed expedient by the City and shall not be a waiver of the right to exercise at any time thereafter any other right, power or remedy. I The Developer may not assign this Contract without the written permission of the City Council, unless such assignment is to a principal of Developer or another entity in which the Developer is a principal. The Developer's obligation hereunder shall continue in full force and effect even if the Developer sells part or parts of the platted land, until all conditions of assignment are met. K. Retaining walls that require a building permit shall be constructed in accordance with plans and specifications prepared by a structural or geotechnical engineer licensed by the State of 2240420 Minnesota. Following construction, a certification signed by the design engineer shall be filed with the City Engineer evidencing that the retaining wall was constructed in accordance with the approved plans and specifications. All retaining walls, the development plans, or special conditions referred to in this Contract required to be constructed shall be constructed before any other building permit is issued for a lot on which a retaining wall is required to be built. 35. NOTICES. Required notices to the Developer shall be in writing, and shall be either hand delivered to the Developer, its employees or agents, or mailed to the Developer by certified mail at the following address: Minnesota 55374. Notices to the City shall be in writing and shall be either hand delivered to the City Administrator, or mailed to the City by certified mail in care of the City Administrator at the following address: Monticello City Hall, 505 Walnut Street, Suite 1, Monticello, Minnesota 55362, with a copy to the City Attorney by regular mail at: Campbell Knutson, P.A., Grand Oak Office Center I, 860 Blue Gentian Road, #290, Eagan, Minnesota 55121. Remainder of page intentionally left blank. Signatures on the following pages. 2240420 CITY OF MONTICELLO (SEAL) n STATE OF MINNESOTA ) ( ss. COUNTY OF WRIGHT ) Lloyd Hilgart, Mayor Rachel Leonard, City Administrator The foregoing instrument was acknowledged before me this day of , 2022, by Lloyd Hilgart and by Rachel Leonard, respectively the Mayor and City Administrator of the City of Monticello, a Minnesota municipal corporation, on behalf of the corporation and pursuant to the authority granted by its City Council. Notary Public DRAFTED BY: Campbell Knutson Professional Association Grand oak Office Center I 860 Blue Gentian Road, #290 Eagan, Minnesota 55121 Telephone: (651) 452-5000 JJJ 2240420 DEVELOPER: WILLI HAHN CORPORATION a Minnesota corporation Lo STATE OF MINNESOTA ) ( ss. COUNTY OF ) Its The foregoing instrument was acknowledged before me this day of 2022, by , the of Willi Hahn Corporation, a Minnesota corporation, on behalf of the entity. Notary Public DRAFTED BY: Campbell Knutson Professional Association Grand oak Office Center I 860 Blue Gentian Road, #290 Eagan, Minnesota 55121 Telephone: (651) 452-5000 JJJ 224042v1 EXHIBIT "A" Legal description Lots 9, 10, 11, 12 and 13, Block 2, Lauring Hillside Terrace, Wright County, Minnesota, according to the recorded plat thereof. 224042v1 224042v1 EXHIBIT `B" IRREVOCABLE LETTER OF CREDIT No. _ Date: TO: City of Monticello 505 Walnut Street Monticello, Minnesota 55362 Dear Sir or Madam: We hereby issue, for the account of (Name of Developer) and in your favor, our Irrevocable Letter of Credit in the amount of $ available to you by your draft drawn on sight on the undersigned bank. The draft must: a) Bear the clause, "Drawn under Letter of Credit No. , dated , 2 , of (Name of Bank) "• b) Be signed by the Mayor or City Administrator of the City of Monticello. c) Be presented for payment at (Address of Bank) , on or before 4:00 p.m. on November 30, This Letter of Credit shall automatically renew for successive one-year terms unless, at least forty-five (45) days prior to the next annual renewal date (which shall be November 30 of each year), the Bank delivers written notice to the Monticello City Administrator that it intends to modify the terms of, or cancel, this Letter of Credit. Written notice is effective if sent by certified mail, postage prepaid, and deposited in the U.S. Mail, at least forty- five (45) days prior to the next annual renewal date addressed as follows: Monticello City Administrator, Monticello City Hall, 505 Walnut Street, Monticello, MN 55362, and is actually received by the City Administrator at least thirty (30) days prior to the renewal date. This Letter of Credit sets forth in full our understanding which shall not in any way be modified, amended, amplified, or limited by reference to any document, instrument, or agreement, whether or not referred to herein. This Letter of Credit is not assignable. This is not a Notation Letter of Credit. More than one draw may be made under this Letter of Credit. This Letter of Credit shall be governed by the most recent revision of the Uniform Customs and Practice for Documentary Credits, International Chamber of Commerce Publication No. 600. We hereby agree that a draft drawn under and in compliance with this Letter of Credit shall be duly honored upon presentation. :• 2240420 Its MORTGAGE HOLDER CONSENT TO DEVELOPMENT CONTRACT AND PLANNED UNIT DEVELOPMENT , which holds a mortgage on the subject property, the development of which is governed by the foregoing Development Contract and Planned Unit Development Agreement, which mortgage is dated and recorded with the Wright County Recorder/Registrar of Titles as document number agrees that the Development Contract and Planned Unit Development Agreement shall remain in full force and effect even if it forecloses on its mortgage. Dated this day of , 2022. Its STATE OF ) ss. COUNTY OF ) The foregoing instrument was acknowledged before me this day of 2022, by a DRAFTED BY: CAMPBELL, KNUTSON Professional Association Grand Oak Office Center I 860 Blue Gentian Road, Suite 290 Eagan, Minnesota 55121 Telephone: (651) 452-5000 JJJ 2240420 the of Notary Public on behalf of the [print name] [title] FEE OWNER CONSENT TO DEVELOPMENT CONTRACT AND PLANNED UNIT DEVELOPMENT , a , fee owner of all or part of the subject property, the development of which is governed by the foregoing Development Contract and Planned Unit Development Agreement, affirms and consents to the provisions thereof and agrees to be bound by the provisions as the same may apply to that portion of the subject property owned by it. Dated this day of 12022. itz STATE OF MINNESOTA ) (ss. COUNTY OF ) Its The foregoing instrument was acknowledged before me this 2022, by , the a Minnesota Notary Public DRAFTED BY: CAMPBELL, KNUTSON Professional Association Grand Oak Office Center I 860 Blue Gentian Road, Suite 290 Eagan, Minnesota 55121 Telephone: (651) 452-5000 JJJ 2240420 [print name] [title] day of , of on behalf of the entity. CERTIFICATE OF INSURANCE PROJECT: CERTIFICATE HOLDER: City of Monticello 505 Walnut Street Monticello, Minnesota 55362 INSURED: ADDITIONAL INSURED: City of Monticello ET44 Biel IA WORKERS' COMPENSATION: Policy No. Effective Date: Expiration Date: Insurance Company: COVERAGE - Workers' Compensation, Statutory. GENERAL LIABILITY: Policy No. Effective Date: Insurance Company: () Claims Made LIMITS: [Minimum] Bodily Injury and Death: $500,000 for one person Property Damage: $200,000 for each occurrence Expiration Date: ( ) Occurrence $1,000,000 for each occurrence Combination Single Limit Policy $1,000,000 or more COVERAGE PROVIDED: Operations of Contractor: YES Operations of Sub -Contractor (Contingent): YES 2240420 Does Personal Injury Include Claims Related to Employment? YES Completed Operations/Products: YES Contractual Liability (Broad Form): YES Governmental Immunity is Waived: YES Property Damage Liability Includes: Damage Due to Blasting YES Damage Due to Collapse YES Damage Due to Underground Facilities YES Broad Form Property Damage YES AUTOMOBILE LIABILITY: Policy No. Effective Date: Insurance Company: (X) Any Auto LIMITS: [Minimum] Bodily Injury: $500,000 each person Property Damage: $500,000 each occurrence -OR- Combined Single Limit Policy Expiration Date: $1,000,000 each occurrence $1,000,000 each occurrence ARE ANY DEDUCTIBLES APPLICABLE TO BODILY INJURY OR PROPERTY DAMAGE ON ANY OF THE ABOVE COVERAGES: If so, list: Amount: $ [Not to exceed $1,000.00] SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL MAIL TEN (10) DAYS WRITTEN NOTICE TO THE PARTIES TO WHOM THIS CERTIFICATE IS ISSUED. Dated at 2240420 On MM Authorized Insurance Representative SUMMARY OF EXPENSES/FINANCE PLAN v3, November 21, 2022 Total Acres in Development 12.87 gross 11.2 net Total Acres in Phase 12.87 gross 11.2 net Total Units in Development 1 Total Units in Phase The storm sewer trunk fee is charged by the net acre which is defined as developable property minus pond acreage (at high water level) and wetlands at the delineation line, rounded to the nearest tenth (1/10th) of an acre." Trunk Area Charges gm 1.00% Acreage Acres or CreditsNet Actual; cost reconciled at project completion/Min. of $2000 Notes 1.00% Charge Units $2,000.00 Assessment Engineering and Inspection Park & Pathway Dedication Mll Maximum allowable reduction prior to acceptance and bond 90.00% $67,485.38 Inspector /Engineer cost reconciled at project completion Not applicable 2022 for commercial/industrial Special Assessments $38,610.00 $9,154.08 Actual; cost reconciled at project completion/Min. of $2000 Erosion & Sediment Control Inspection Lift Station Actual; cost reconciled at project completion/Min. of $2000 Streets and Utilities Review & Inspection Booster Station $2,387.48 Total City Fees 7th Street $15,541.56 Verify any levied assessment Sanitary Sewer (gross acres) $3,995 12.87 $51,415.65 2022 non-residential rate; paid at prevailing rate at time of platting Watermain (gross acres) $2,954 12.87 $38,017.98 2022 non-residential rate; paid at prevailing rate at time of platting Storm Sewer (net acres, base fee) $4,268 11.2 $47,801.60 2022 rate; paid at previling rate at time of platting; net acres Storm Sewer net acres, alternate Dondina fee $10,247 AC NA on-site ponding provided Total amount to Assess E $137,235.23 Per Lot Assessment based on (#) units ity Escrow (Based on Public Improvement Construction Costs Legal 1.00% $183,750.00 $2,000.00 Actual; cost reconciled at project completion/Min. of $2000 Planning 1.00% $59,687.00 Lot Corners/Iron Monuments $300 1 Total Construction Cost for the purpose of calculating LOC $2,000.00 Actual; cost reconciled at project completion/Min. of $2000 Engineering and Inspection $74,983.75 Mll Maximum allowable reduction prior to acceptance and bond 90.00% $67,485.38 Inspector /Engineer cost reconciled at project completion Grading, Restoration & 3.00% $38,610.00 $9,154.08 Actual; cost reconciled at project completion/Min. of $2000 Erosion & Sediment Control Inspection Actual; cost reconciled at project completion/Min. of $2000 Streets and Utilities Review & Inspection 4.00% $2,387.48 Total City Fees $15,541.56 Improvement Construction Costs (Used to Calculate City Fees/Escrows/Securities) Sanitary Sewer Watermain Storm Sewer Roads, Driveways and Sidewalks/Trails Lighting, Street Signage, Mailboxes $183,750.00 NA NA NA $59,687.00 NA Notes Provide estimate for design and construction for public watermain for water treatment facility, city cost. Not used for escrow. Provide estimate for 7th Street Sidewalk Construction total for purpose of calculating other fees $59,687.00 Lot Corners/Iron Monuments $300 1 Total Construction Cost for the purpose of calculating LOC $300.00 $59,987.00 $74,983.75 Mll Maximum allowable reduction prior to acceptance and bond 90.00% $67,485.38 Site Grading Estimate 1 $305,136.00 1 Required to calculate grading escrow above ADDITIONAL REQUIRED LETTERS OF CREDIT Landscaping $183,750.00 Based on value of landscaping $147,000 x 125% Prairie Restoration Tree Preservation Grading $3,000 12.87 $38,610.00 Surety for plans to specifications and restoration Escrow amounts as listed in this finance plan template area written estimate of consulting and staff time and cost for plan review and inspection for the development. This may include engineering, legal, planning and environmental consultation. Should the original escrow be exceeded, the applicant or responsible party will be billed for all additional services. In signing the development agreement, the applicant is indicating that they have not relied on the estimate of fees in their decision to proceed. It is the policy of the City of Monticello to require developers to reimburse the City for costs incurred in reviewing and inspecting development projects, so that these costs are not borne by the taxpayers of the City. These costs include all of the City's out-of-pocket costs for expenses, including the City's costs for review and inspection by the City's staff, Consulting Engineer, Consulting Planner, City Attorney, or other consultants. CHAPTER 5: USE STANDARDS Section S. I Use Table Subsection (A) Explanation of Use Table Structure 5-1: USES BY DISTRICT (cont.) Use Types Base Zoning Districts ConditionallyRequirement AdditionalTABLE Permitted •2 A�l Retail Commercial Uses (other) Buildings Less P P P 5.20(27) than 10,000 SF Retail Commercial Uses (other) Buildings OverC F I P P 5.20(27) 10,000 SF Specialty Eating 7] C P P P 5.2(E)(28) Establishments Vehicle Fuel Sales C C C 5.2E29 Vehicle Sales and Rental C 5.2E30 Veterinary Facilities C 5.2(E)(3 I Rural Veterinary Facilities C C C 5.2(E)(3 1 (Neighborhood) P P P None Wholesale Sales Industrial Uses Auto Repair — Major C P P 5.2(F)(I ) Bulk Fuel Sales and P p 5.2(F)(2) Storage Contractor's Yard, I I I 5.2(F)(4) Temporary Extraction of Materials I I I 5.2 F 5 General Warehousing C P P 5.2 F"6 Heavy Manufacturing C 5.2 F"7 Industrial Services C P None Industrial Self -Storage C C 5.2(F)(8) Facilities Land Reclamation C C C C C C C C C C C C C C C 5.2(F)(9) Light Manufacturing P P P 5.2(U(!0) Machinery/Truck Repair P P 5.2 F I I & Sales Recycling and Salvage C C 5.2(F)(14) Center Truck or Freight C C 5.2(F)(15) Terminal Waste Disposal & C 5.2(U(! 6) Incineration Wrecker Services C P 5.2(F)(17) City of Monticello Zoning Ordinance Page 361 City Council Agenda: 11/28/2022 21. Consideration of approving a two-year contract with a one-year extension option to RES Specialty Pyrotechnics for the Riverfest fireworks display for a total of $30,000 Prepared by: Meeting Date: ® Consent Agenda Item Parks & Recreation Director 11/28/2022 ❑ Regular Agenda Item Reviewed by: Approved by: Parks Superintendent, Finance Director City Administrator ACTION REQUESTED Motion to approve a two-year contract with a one-year extension option to RES Specialty Pyrotechnics for the Riverfest fireworks display for $30,000. REFERENCE AND BACKGROUND Riverfest is the largest community celebration of the year. As part of the Riverfest events, the City of Monticello coordinates a fireworks show for Friday night. The most recent fireworks contract was for 2021-22. This fall, staff advertised a pyrotechnics RFP and received two proposals in response. Staff reviewed the proposals and recommends a contract with RES Pyrotechnics. They use larger shells and a larger quantity of shells for a quality display. RES Specialty Pyrotechnics has been the Riverfest fireworks vendor since 2009 and staff continue to be satisfied with their service. Budget Impact: The City of Monticello finances the annual fireworks display from the Liquor Store Fund, with a draft budget of $15,000. II. Staff Workload Impact: Minimum staff workload impacts for fire department review and coordination with the company to section off the staging area. III. Comprehensive Plan Impact: Monticello 2040 acknowledges the importance of placemaking and community gathering. Riverfest, including the fireworks display, is an opportunity to bring people together and help them to feel connected to Monticello. STAFF RECOMMENDED ACTION Staff recommend approving a two-year contract with a one-year extension option to RES Specialty Pyrotechnics for the Riverfest fireworks display for a total of $30,000. SUPPORTING DATA A. RES Specialty Pyrotechnics City Council Agenda: 11/28/2022 B. J & M Displays Inc. C. Monticello Fireworks Site Tuesday, October 18, 2022 City of Monticello Attn: Tom Pawelk 505 Walnut Street, Suite 1 Monticello, MN 55362 Dear Tom: Ula; RES PYRO.:z- I was thrilled to have choreographed your fireworks program last year and I am looking forward to designing a show for Riverfest on Friday, July 14, 2023 and TBD, 2024. The display will occur at dusk, approximately 10:00 pm, and will last from 15-18 minutes. Our fireworks proposal lists the size, shell effect and quantity of shells for your fireworks display. The heights of the shells used range from 200 feet to 600 feet. The total effect count will be 2,164. There may be modifications to the listed effects due to inventory availability, nature of the site, and upgrade of product. Our show design uses piled, stacked and multi -break shells. They will be used to design the following parts of the show: • Opening Barrage • Main Show Body • Select Patriotic Shell Signature Pattern Shell Multiple Effects Barrage Cake Grand Finale Ed Vanasek, who has 30+ years of show design experience, will choreograph your fireworks display. Carter Rynda, RES -trained and Minnesota -licensed operator, will be the lead technician on your show. We follow NFPA 1123: Code for Fireworks Displays. Our crew will arrive on the fireworks launch site at approximately 3 pm on the day of the display. They will assemble the equipment, which consists of fiberglass and HDPE mortars configured in racks and placed in banks. Following the display, the crew will tear down the equipment and clean the launch area. The firing system that will be used to fire your display is the Pyrodigital FC -Raptor Controller. This is a state-of-the-art computer firing system that has accuracy up to 1/30 of a second. RES Pyro has over 30 years of experience and has performed more than 5000 shows. Our shows designers use cutting-edge software to choreograph the fireworks dipsplays. Our display operators are licensed by the State of Minnesota and undergo yearly internal training. RES Pyro is a wholly owned Minnesota corporation. Understanding your vision is important to us. That's why we listen to your needs and expectations so we can create the kind of show that you've imagined. We deliver what we say we will, making sure you are satisfied. Our displays are a turnkey operation and are coordinated with your event. The entire show is electronically fired for added safety. 21595 286TH STREET I BELLE PLAINE, MN I P: 952-873-3113 1 INFO@RESPYRO.COM I WWW.RESPYRO.COM The following are references that you may contact. Additional references are listed in our proposal. City of Bloomington Mark Morrison 1800 W Old Shakopee Road, Bloomington, MN 55431 PH: 952-563-8693 City of Minnetonka Sara Woeste 14600 Minnetonka Blvd, Minnetonka, MN 55435 PH: 952-939-8316 City of Eden Prairie Jes Schrom 8080 Mitchell Road, Eden Prairie, MN 55344 PH: 952-949-8304 Our proposal for includes all materials, equipment, certified display operators, necessary permits, and $5 million liability insurance. This proposal is valid for 2023, 2024 and can be extended to 2025. The total cost will be $15,000.00 per year. We are aware of the additional requirements that are attached to your bid request. If chosen, we will agree to and comply with your requirements. We look forward to adding a little magic to the air at your event. I'm more than happy to answer any other questions you may have. We also invite you to contact the references listed in our booklet. Sincerely, r,-- r/` Ervin J. Haman RES Pyro / Director of Business Development 21595286 th Street; Belle Plaine, MN 56011 sales@respyro.com FIREWORKS DISPLAY PROPOSAL FOR CITY OF MONTICELLO 7/14/2023 RES PYROOOO- NONDISCLOSURE The material contained in this document is confidential and is for review only by those directly involved in awarding this bid. This document may not be copied or reproduced in any fashion without written consent of RES Pyro. CONFIDENTIALITY Our ideas, concepts and creativity are our livelihood. Your respect for our confidentiality is appreciated. RES PYRO�, Fireworks Display Proposal for City of Monticello 7/14/2023 What's in My Fireworks Display? We chose a broad spectrum of local and international products for the City of Monticello. They include a carefully selected variety of Chinese, Taiwanese, Japanese and domestic fireworks, plus our own custom -manufactured products. The high-quality shells we use are chosen and crafted for their wow factor. Nearly all of them feature tailed and rising effect designs. This makes it easy for audiences to watch the fireworks streak up from the ground through the sky and burst into color overhead. How is My Fireworks Display Presented? The success of your fireworks show depends on the execution of your display. We understand the difference between "throwing a bunch of stuff into the air" and creating a synchronized visual and aural experience. Over the years, we've determined the most effective display setup for an awe-inspiring presentation. We use an angled rack setup to cover a greater area of the sky. A variety of effects are shot simultaneously into the air in a W" pattern, filling two separate areas of the sky with identical paterns. All fireworks for the City of Monticello will be shot by a sophisticated computer firing system. You can expect: • A preloaded fireworks show • Precisely -timed choreography • No large gaps of time with only a black sky • Easier control of show pacing • Multiple firings • Added safety for the audience and staff (limited handling of shells in the dark) Your shows's themes will be highlighted throughout our choreography, helping the audience better connect with and appreciate your event. Fireworks display proposal for the City of Monticello What's in the Main Show Body of My Fireworks Display Here's a list of the types of products you'll find in your fireworks display: • Color and report shells • Pattern shells, e.g., hearts, hourglass, stars, butterflies, rings • Effect shells, e.g., whistles, serpents, tourbillions • Strobe and shimmer effects • Glitter and tremalon shells • Crackling and crossette shells • Traditional Japanese shells, e.g., diadems, Saturns, palms, chrysanthemums Shells from the following manufacturers will be displayed: Lidu, Dominator, Vulcan, Glorious, Panda, Flower King, Gold Pyro, Pyro Eagle, Husky, Dragon Head, T -Sky, Kanto, ICON, US Designer, San Tai, Yung Feng, AM Pyro, Fr RES Pyro. For the City of Monticello, we'll also include a unique segment of signature pattern shells. These shells capture audience's attention with exciting patterns in the sky, like Saturn rings, colored stars with rings, smiley faces, jellyfish, concentric rings, poinsettias and hearts. We'll also include a red, white and blue patriotic segment to showcase our country's colors. A variety of shell effects and designs will be used to highlight the colors of our flag. There may be modifications to the listed products due to inventory availability, nature of the site and product upgrades. What can I Expect in my Fireworks Finale? There'll be no mistake when your grand finale begins. The sky will illuminate with dazzling colors, becoming louder and more brilliant as the finale progresses. We're able to create this kind of experience by using multiple levels of effects. They appear to morph into waves of glittering colors that continue to increase in intensity until the pinnacle - complemented by breathtaking fancy color shells overhead. Fireworks display proposal for the City of Monticello Shows for Reference Slice of Shoreview Jacci Krebsbach 651-483-2416 City of Bloomington Mark Morrison 952-563-8693 Maple Grove Days Mike Kinnan 763-424-4365 City of Eden Prairie Jes Schrom 952-949-8304 Excelsior Chamber of Commerce Jen Weiss 206-445-4075 Saint Paul Saints Baseball Derek Sharrer 651-644-3517 Minnesota Twins Baseball Matt Hoy 612-659-3651 City of Minnetonka Sara Woeste 952-939-8316 City of Monticello Total Materials Used by Size 7/14/2023 $15,000 Grand Total of Effects in Display 2164 City of Monticello 7/14/2023 Opening Barrage Size Qty Finale Red Blue & Gold Peony (alternating) & 6 Titanium Salute w/Tail 3 12 Brocade Gold Chrysanthemum w/Violet Pistil & Gold Tail 4 2 Glittering Silver to Green to Yellow Chrysanthemum 4 3 Red Chrysanthemum w/Crackling Palm Pistil & Silver Tail 4 3 Diadem Chrysanthemum w/Red Strobing Pistil & Red Tail 5 2 Blue Chrysanthemum w/Purple Comet Pistil & Blue Tail 5 2 Red to Blue Chrysanthemum w/Flashing Lemon Pistil & Silver Tail 5 2 Grasshopper Green Chrysanthemum w/Silver Tail 6 1 Purple Sunflower w/Gold Glitter Palm Core & Brocade Tail 6 1 Total Opening Barrage Effects in Display 28 City of Monticello 7/14/2023 3 Inch Main Show Size Qty Lemon Chrysanthemum w/Violet Pistil & Brocade Tail 3 3 Cherry Chrysanthemum w/Crackling Pistil & Brocade Tail 3 4 Blue to Lemon Peony w/Green Pistil & Green Tail 3 3 Purple Peony w/Gold Strobe to Popcorn Crackle Pistil & Crackling Tail 3 4 Purple to Lemon Chrysanthemum w/Silver Tail 3 4 Red Wave w/Gold Crackling Chrysanthemum Pistil & Brocade Tail 3 3 Flower Wave to Pink w/Silver Tail 3 4 Magenta to Gold Crackling Chrysanthemum Flower w/Crackling Tail 3 4 Turquoise Chrysanthemum w/Red Strobing Pistil 3 3 Blue Chrysanthemum to Popcorn Crackle w/Brocade to Red Strobe 3 4 Gold Wave to Green w/White Flashing Pistil & Silver Tail 3 3 Ripples to Golden Wave w/Gold Tail 3 4 Reddish Gamboge to Silver to Crackling w/Brocade Tail 3 3 Turquoise Peony w/Popping Flower Pistil & Crackling Tail 3 3 Magenta to Grass Green Peony w/Crackling Pistil & Silver Tail 3 3 Green Chrysanthemum Gold Wave w/White Strobe Pistil & Brocade Tail 3 4 Half Red Half Blue w/Nishiki Kamuro to Crackling Ring 3 2 Orange Chrysanthemum w/Green Strobing Pistil 3 4 Gold Glittering Brocade to Green Chrysanthemum w/Silver Tail 3 3 Silver Wave to Green Chrysanthemum w/Brocade Tail 3 3 Glittering Silver Chrysanthemum w/Green Pistil & Silver Tail 3 3 Silver Crackling Flower Crossette w/Crackling Tail 3 4 Magenta Dahlia w/Lemon Strobe Pistil & Lemon Tail 3 4 Golden Strobe w/Blue Dahlia Pistil & Blue Tail 3 3 Orange Dahlia w/Yellow Flashing Pistil & Silver Tail 3 3 Red Time Rain Coconut Tree w/Brocade Tail 3 4 Gold Crackling Palm w/Gold Tail 3 3 Green Spider w/Silver Tail 3 3 Diadem to Green w/Gold Tail 3 4 Big Willow to Variegated w/Red Strobe Pistil & Brocade Tail 3 3 Green to Brocade Crown w/Purple to Crackle Dahlia Pistil & Brocade 3 4 Nishiki Kamuro Niagara Falls 3 4 Total 3 inch Main Show Effects in Display 110 City of Monticello 7/14/2023 4 Inch Main Show Size Qty Half Lemon Half Red Peony w/Silver Nishiki Kamuro Ring 4 2 Lemon Chrysanthemum w/Mag Green Pistil & Brocade Tail 4 2 Grass Green Dark Gold Glitter Peony w/Brocade Tail 4 3 Silver Glitter Chrysanthemum to Purple Peony w/Silver Tail 4 2 Glittering Silver Chrysanthemum w/Flashing Red Pistil & Red Tail 4 3 Orange Chrysanthemum w/Turquoise Pistil & Brocade Tail 4 3 Blue Chrysanthemum w/Bright Willow Ring 4 2 Blue Peony w/Red Strobe Coconut & Green Pistil & Green Tail 4 3 Golden Wave to Silver to Green Chrysanthemum 4 3 Lime Peony to Popping Flower w/Crackling Tail 4 3 Red Gamboge to Aqua w/White Blinking Pistil & Brocade Tail 4 2 Violet & Lemon to Flash Peony w/Silver Tail 4 3 Yellow Chrysanthemum w/Cherry Pistil & Silver Tail 4 3 Purple to Gold Crackling Chrysanthemum Flower & Purple Tail 4 3 Poinsettia Multicolor (Magenta Aqua Cyan & Lemon) w/Purple Tail 4 2 Six Chrysanthemum Kaleidoscope w/Silver Tail 4 2 Brocade Crown Ring Cover Magenta Ring w/Blue Tail 4 2 Lemon to Cherry Color Changing Ring w/Crackling Flower Pistil 4 2 Yellow to Violet to Silver Change Ring w/Silver Tail 4 2 Red Cover Yellow Ring w/White Strobe Pistil & Silver Tail 4 2 Silver Bowtie in Turquoise Ring w/Brocade Tail 4 2 Magenta Crossette w/Silver Strobing Pistil & Brocade Tail 4 2 Magenta Dahlia w/Lemon Strobe Pistil & Magenta Tail 4 2 Golden Strobe w/Blue Dahlia Pistil & Red Strobe Pistil & Gold Tail 4 3 Violet Dahlia w/Crackling Pistil & Gold Tail 4 3 White Crossette w/Red Strobing Pistil & Brocade Tail 4 3 Silver Crackling Flower Crossette w/Crackling Tail 4 2 Rainbow Palm Tree w/Red Tail 4 3 Red Spider Web w/Red Tail 4 3 Crackling Spider w/White Flashing Pistil & Crackling Tail 4 2 Silver Coconut Tree w/Cherry Pistil & Brocade Tail 4 2 Silver Diadem to Green w/Silver Tail 4 3 Gold Willow w/Green Tips & Crackling Pistil & Brocade Tail 4 2 Brocade Chrysanthemum w/Red to Blue Pistil & Brocade Tail 4 3 Silver Crown to Orange w/Purple Pistil & Brocade Tail 4 3 Total 4 inch Main Show Effects in Display 87 City of Monticello 7/14/2023 5 Inch Main Show Size Qty Gold Wave to Red w/Gold Crackling Chrysanthemum Flower Pistil & 5 3 Dark Green Peony w/White Strobe Pistil 5 3 Glittering Purple w/Aqua Pistil & Rising Green Flowers 5 3 Red Dark Grassgreen Peony w/Silver Tail 5 3 Grass Green to Silver Chrysanthemum w/Strobing Silver Pistil 5 3 Cherry to Sea Blue Chrysanthemum w/Silver Tail 5 3 White to Blue to Gold Flashing Peony w/Gold Tail 5 3 Yellow Glitter w/Tips & Green Tail 5 2 Orange Green Yellow Three Floor Peony w/Silver Tail 5 3 Blue Chrysanthemum w/Blinking White Pistil & Brocade Tail 5 3 Magenta to Crackling Chrysanthemum w/Blinking Pistil & Tail 5 3 Twitter Glitter to Purple w/Green Strobe Pistil & Green Tail 5 3 Flower Wave w/Red Strobe Pistil & Brocade Tail 5 2 Red Gamboge to Green to Purple w/Blue Pistil & Silver Tail 5 3 Brocade Green Ring w/Gold Glittering Pistil & Gold Tail 5 2 Twitter Glitter to Purple Butterfly w/Green Eyes & Green Tail 5 2 Kamuro Circle w/Red Flashing Pistil & Red Tail 5 2 Big Purple Red Sizzling w/Red Tail 5 2 Saturn Red Ring w/Blue Pistil & Silver Tail 5 2 Gold Wave to Violet Double Circle 5 2 Blue Dahlia w/Silver Coconut Pistil & Silver Tail 5 3 Silver Time Rain Crossette w/Silver Tail 5 2 Purple to Silver w/Grass Green Crossette Pistil & Silver Tail 5 3 Tangerine Dahlia w/Flashing White Pistil & Silver Tail 5 3 Twinkling Kamuro to Green Strobe & Green Tail 5 2 Silver Coconut Tree w/Blue to Red Pistil & Brocade Tail 5 3 Silver Crackling Rain Palm Tree w/Crackling Tail 5 3 Crackling Spider w/Flashing Red Pistil & Crackling Tail 5 3 Brocade Crown w/Variegated Double Pistil & Silver Tail 5 2 Red Diadem to Grass Green w/Blue Pistil & Whistling Tail 5 3 Blue to White Flashing Big Willow w/Blue Tail 5 3 Kamuro to Purple w/Flashing White Pistil & Brocade Tail 5 3 Red Willow w/Variety Color Flower & Red Tail 5 3 Brocade Crown to Purple w/Brocade Ring & Crackling Tail 5 3 Total 5 inch Main Show Effects in Display 91 City of Monticello 7/14/2023 6 Inch Main Show Size Qty Pink to Flower Wave w/Grass Green Pistil & Double Brocade Tail 6 1 Red to Blue to White Flashing Peony w/Red Tail 6 1 Silver Glitter Chrysanthemum w/Kaleidoscope Pistil & Red Tail 6 1 Blue Morning Dew Chrysanthemum w/Blue Tail 6 1 Crystal Cascade Green Peony w/Silver Tail 6 1 Red Chrysanthemum w/Silver Coconut Pistil & Silver Tail 6 1 Silver Wave to Four Color Ring w/Gold Chrysanthemum Pistil 6 1 Pink Cover Grass Green Ring w/Rising Green Tail 6 1 Purple Peony Six Angle Chrysanthemum w/Purple Tail 6 1 Ruby Red & Silver Crystal Cascade & Silver Tail 6 1 Brocade Ring w/Glitter Pistil w/Double Crackle & Silver Tail 6 1 Golden Wave to Red Butterfly w/Red Tail 6 1 Green to Gold Strobe Flower to Green w/Gold Tail 6 1 Silver Palm w/Red Tip & White Crossette & Silver Tail 6 1 Silver to Crackling Big Willow w/Crackling Tail 6 1 Kamuro to Magenta w/Blinking White Pistil & Brocade Tail 6 1 Total 6 inch Main Show Effects in Display 16 City of Monticello 7/14/2023 Multiple Effects Barrages Shots Qty 300 Shot Zipper Rainbow Comets w/Silver Time Rain Tail 300 x 1 1 210 Shot X Red & Lemon Rhyme of Dancing 210 x 1 1 100 Shot Vertical Red Wave Tail to Crackle w/Color Coconut Pistil 100 x 1 1 150 Shot Red Coconut Tree to Red Chrysanthemum & Happy Stars 150 x 1 1 10x10 Z Green Tail White Strobe Waterfall w/Green Falling Leaves 100 x 1 1 138 Shot American Pride - VI Red Tip Comet to V Red White Blue Chrys 138 x 1 1 Total Multiple Effects Barrages in Display 998 6 City of Monticello 7/14/2023 Patriotic Shell Segment Size Qty Red White & Blue Variegated Chrysanthemum w/Red Tail 3 3 Silver to Blue Chrysanthemum w/Red Pistil & Silver Tail 3 3 Red White & Blue Chrysanthemum w/White Strobe Pistil & Red Tail 4 2 Gold Wave Red to Blue Chrysanthemum w/Gold Tail 4 2 Silver Wave to Blue w/Red Time Rain Pistil & Brocade Tail 4 2 Gold Wave to Red White & Blue Chrysanthemum w/Gold Tail 5 2 Silver Wave to Red to Blue w/Crackling Crossette Pistil & Tail 5 2 Red White & Blue Chrysanthemum w/Silver Strobing Pistil & Silver Tail 5 2 Total Patriotic Shell Segment Effects in Display 18 City of Monticello 7/14/2023 Signature Pattern Shell Segment Size Qty Kamuro Circle w/Magenta Pistil & Gold Tail 3 2 Gold Wave & Green Ring w/Peach Pistil & Gold Tail 3 2 Purple Wave Ring w/Big Green Pistil w/Silver Tail 4 2 Brocade Green Ring w/Gold Glittering Pistil 4 2 Gold Wave & Green Ring w/Violet Pistil & Gold Tail 4 2 Red Blue & Gold Ring w/Flash Lemon Pistil & Gold Tail 5 2 Lemon Saturn Ring w/Ghost Peony & Silver Tail 5 2 Gold Bowtie in Green Ring w/Brocade Tail 5 2 Total Signature Pattern Shell Segment Effects in Display 16 City of Monticello 7/14/2023 Finale Size Qty Finale Titanium Salute w/Red Glittering Tail 3 24 Finale Titanium Salute w/Silver Tail 3 24 Finale Titanium Salute w/Blue Glittering Tail 3 24 Finale Crackling Spider w/Crackling Tail 3 12 Finale Gold Orido Nishiki Kamuro w/Gold Tails 3 24 Finale Crackling Nishiki Kamuro Niagara Falls 3 12 Finale Gold Spider w/Gold Tail 3 12 Finale Green Peony w\SilverTail 3 12 Finale Purple Peony w/Gold Tail 3 12 Finale Red White & Blue Variegated Chrysanthemum w/Red Tail 3 24 Finale Glittering Gold Chrysanthemum to Multicolor w/Gold Tail 3 24 Brocade Crown to Purple Time Rain w/Purple Tail 4 2 Gold Orido Nishiki Kamuro w/Red Strobe Pistil & Red Tail 4 3 Diadem Chrysanthemum w/Red Strobing Pistil & Brocade Tail 4 3 Blue to Red to Silver Crown w/Silver Tail 4 2 Silver Crown 8 Angle Red Railing Leaves w/Silver Tail 5 3 Brocade Gold Diadem to Purple w/Flashing White Pistil & Brocade Tail 5 2 Gold Kamuro w/Multicolor Palm & Silver Tail 5 2 Brocade Crown to Green Flashing Big Willow & Silver Tail 5 3 Golden Crown w/Red Coconut Crossette w/Silver Tail 6 2 Golden Strobing Diadem w/Gold Spangle Pistil & Spangle Tail 6 2 Brocade Crown to Crackling Willow w/Flashing Green Pistil & Silver Tail 6 2 Total Finale Effects in Display 230 RIV FEST CELE13RATION UNTOW M=� Sl w Ryan Hansen 9405 River Rd SE Clear Lake, MN 55319 (320) 286-8540 Work (612) 483-5643 Cell ryan4jandrndisplays.com 4th November 2022 Tom Pawelk Parks, Arts & Recreation Director 505 Walnut Street, Suite 1 Monticello, MN 55362 Dear Mr. Pawelk and committee members, Thank you for giving J&M Displays the opportunity to present a bid for the City of Monticello Riverfest Celebration! A brief history and description of J&M Displays, Inc. and its operation can be found on the inside cover of this bid package. We put together an outstanding display for your community using the popular J&M brand special effects shells. These shells are renowned for their dense star bursts and bright hues. The show will be fired as a fast -paced, intense presentation of both low and high level effects. For a detailed list of shells and shell quantities, please see enclosed. J&M Displays has over 40 years of experience presenting displays around the world. We do hundreds of displays throughout the Midwest and many in Wisconsin. A list of references is enclosed. Below is a list of additional contract extensions included in this proposal: • Professional pyrotechnicians will set up, fire, and clean up after the display. • Fireworks will be delivered by a Department of Transportation HazMat certified driver and vehicle covered under our $10,000,000 insurance policy. Our general liability insurance is through Everest Indemnity Insurance Company. A copy has been enclosed for your review. • The proposed display will be a 15-17 minute electronically fired show using a state-of-the-art firing system. This allows for a seamless presentation of the display with no dead sky or reloads. Page 1 of 2 • J&M pyrotechnicians are covered under $10,000,000 of workers compensation insurance. • If your event cannot be held because of inclement weather, another day can be designated on the insurance certificate. • The cost of each display will not exceed $15,000.00 and is all-inclusive. • J&M Displays adheres to all regulations as stated in the National Fire Protection Association 1123. J&M technicians will evaluate the shoot site prior to the display and provide site security from set-up to clean up. A written safety plan has been included for your review. • J&M Displays is fully compliant with all applicable Federal, State and local laws and will obtain all necessary permits. • Payment may be made up to 30 days after the display date. Included in this bid package is an outline of your 2023 show, a detailed list of each shell including quantities and total shot count added, a preview of the site map, and a sample certificate of insurance. We have also included a blank copy of our Display Agreement for your review. Please note the payment options as we include bonuses for early payment as well as multi-year agreements. We appreciate the opportunity to present this proposal! If you have any questions please do not hesitate to contact our office. Sincerely, Ryan Hansen - Sales Representative J&M Displays, Inc. Page 2 of 2 J&M Displays Inc. 9405 River Rd SE, Clear Lake, MN 55319 Monticello, MN - Riverfest Celebration July 14, 2023 Total Show Budget - $15,000 Maximum Shell Diameter - 5" Total Number of Shells - 386 Total Shot Count - 903 Target Time - 15min General Pace - Med/High 2.5" Shell Count - 56 3" Shell Count -166 4" Shell Count - 96 5" Shell Count - 68 Box Items Used - 9 Distribution Of Shells (by budget) *This chart is a breakdown of how your budget is distributed. We feel this strikes just the right balance of thrill, overall length, and pace. Every fireworks show we perform is unique and personal to you. We take into consideration the location, distance to audience, budget, occasion, special requests, and viewing angles. This proposal is our best balance of all factors. We have included a potential outline of the show and some terms to explain what is in your proposal. We wanted to present your community with a show that feels hand crafted, with clear chapters and distinct visual themes that will be discussed long after the show. This summer festival display will feature a Finale of classic patriotic colors and thundering salutes; and a main body of unique, artistic themed chapters to wow the audience with the spectacular special effects that fireworks can do. Ryan Hansen - Sales Representative - Office (800) 507-9074 Direct (320) 286-8540 Page 1 of 3 AM Displays Inc. 9405 River Rd SE, Clear Lake, MN 55319 SHOW OUTLINE OPENING 7ARGE Z TEV7,E 30 SEC This intense opening sequence will kick off the show in style with a patriotic red, white, and blue color theme. We will layer the sky horizontally as well as vertically, firing shells at side angles to make the appearance of a wider display area. Feature shells will split and sizzle overhead while lower effects dance from left to right. MAIN BODY TARGE7.7 7MiEU VIENJ The body of the show will shift through periods of different themes, with some variety filler in between. Themes can be as short as 30 sec or last 2 min. These themed sections will be busy periods where most layers of the sky are lit at all times. Between themed sections we will allow a cool down period of roughly 2 to 3 minutes in which various shells will be launched at a slower pace. Segments with lefts/rights will have some smaller shells fired at 150 side angles for lateral layering. Ij J FE: EG10AI N'b" • Segment 1 - Special Effects, 2D Effects - 2 min - 3 to 5" Shells + Box Items KEY EFFECTS - Saturn Rings, Hearts/Smileys, Crazy Bees/Tracers, Butterflies, Color Changing, Reports, Tourbillons, Spinners • Segment 2 - Crackling Gold/Red - 1 min - 2.5" to 5" Shells + Box Items KEY EFFECTS - Crackling, Willows, Kamuros, Palms COLOR THEME - Gold, Red, Silver • Segment 3 - A Splash of Color - 1 to 2 min - 2.5" to 4" Shells (left/rights) This section will feature our brightest and most colorful shells with left/right firing angles for lateral layering. • Segment 4 - Glitter, Rain and Strobes - 2 min - 2.5" to 5" Shells + Box Items KEY EFFECTS - Willows, Strobing, Horestails, Kamuros COLOR THEME - Gold, Silver, White Ryan Hansen - Sales Representative - Office (800) 507-9074 Direct (320) 286-8540 Page 2 of 3 Z i J&M Displays Inc. 9405 River Rd SE, Clear Lake, MN 55319 GRAND FINALE TARGET TIME 45 SEC In the 45 second Grand Finale of the show, we will have three objectives in mind: 1) increase intensity linearly, 2) build layers in a way which draws the eye up and down toward key highlights and avoids heavy overlap, and 3) pay off the build up with an explosive barrage of salute finale chains topped with bursts of patriotic colors and dazzling glitter. To help understand the approach to creating this spectacular finale, we have included a timeline of events below. As each layer of the sky reaches the point of overlap, a new layer is added. We aim to progressively build the finale in stages until every inch of sky has something to gaze at. 1111111IL1411RINAL0129,10LIq SUMMARY We believe that this display will bring a fresh and unique identity that will both surprise and impress the community of Monticello. As stated in the introduction, we hand craft each show to be one of a kind. Our computer designed displays are scripted and diagramed for our field technicians to ensure the quality and consistency we stand behind. With our high quality shells, split-second accurate timing, and creative design, we believe this show will be a long -remembered highlight of the 2023 Riverfest Celebration! Ryan Hansen - Sales Representative - Office (800) 507-9074 Direct (320) 286-8540 Page 3of3 0-15 SEC 15-30 SEC 30-45 SEC BASE LAYER Strobing 2.5" Chains/ Whistling/Report Box Report Cakes Large Box Items Items added MID LAYER Pace increase R/W/B Colors, longer R/W/B Finale Chains, duration, start left/right left/right Willow Chains angles UPPER LAYER — Start 5" Strobing, 5" Willows, Strobes Crossettes SUMMARY We believe that this display will bring a fresh and unique identity that will both surprise and impress the community of Monticello. As stated in the introduction, we hand craft each show to be one of a kind. Our computer designed displays are scripted and diagramed for our field technicians to ensure the quality and consistency we stand behind. With our high quality shells, split-second accurate timing, and creative design, we believe this show will be a long -remembered highlight of the 2023 Riverfest Celebration! Ryan Hansen - Sales Representative - Office (800) 507-9074 Direct (320) 286-8540 Page 3of3 Multi -shell Barrage Units AM Displays Proposal for: Monticello Riverfest Celebration Opening Quantity Name Rising Effect 1 2" 49S CAKE - Red, White, Blue wave rings 1 Red and blue to silver crossette 210 shot S shape Category Shell Count: 259 Section Shell Count: 259 Main Event Multi -shell Barrage Units Quantity Name Rising Effect 1 Report with silver with 1 color 25 shot 1 25 STR FIRE TREE COCO W/RED PIST & FIRE TREE TAIL (30 Sec.) Category Shell Count: 50 Ignition Items Quantity Name Rising Effect 290 MJG 3 meter (non-regulated ATF) Igniters with 10' leads (I tek 10 - 30 per box) 12 MJG 25' Igniter (non-regulated ATF) G tek 25 - 30 per box) Category Shell Count: 0 Timer Chains Quantitv Name Rising Effect 1 2-1/2" 6 -PC Timer Chain CHRYSANTHEMUM CHAIN (18 Sec) 1 2-1/2" 6 -PC Timer Chain MIXED EFFECTS (02/TC102) (16.5 sec) 1 2-1/2" 6 -PC Timer Chain PALM CHAINS (02/TC104) (17 sec) 1 2-1/2" 6 -PC Timer Chain WHITE STROBE CHAINS (18 Sec.) 1 2.5"Strobing Palm 6 shot timer chain with tail 1 4" Silver glitter to red or blue chrysanthemum 6 shot Timer Chain Category Shell Count: 36 2.5 Inch Finales Quantity Name Rising Effect 2 Red white and blue 10 Shot finale chain Category Shell Count: 20 3 Inch Color Shells Quantity Name Rising Effect 1 Assortment C of 20 J&M Brand shells ELECTRIC FIRE 1 Assortment Q of 20 different J&M Brand Shells ELECTRIC FIRE 1 Assortment A of 18 different (72 shells) J&M Brand Shells ELECTRIC FIRE Category Shell Count: 112 Proposal #: 22756 Designed on: 2022-10-24 17:58:41 Printed on: Tue Oct 25 13:00:09 2022 Page: 1 of 5 18064170th Avenue, Yarmouth, Iowa 52660-9772 1-800-648-3890 • Fax: 1-319-394-3265 • main@jandmdisplays.com 9 www.jandmdisplays.com AM Displays Proposal for: Monticello Riverfest Celebration Main Event 4 Inch Color Shells Quantity Name Rising Effect 1 Assortment A Of 20 different J&M Brand shells ELECTRIC FIRE 1 Assortment K Of 20 different J&M Brand shells ELECTRIC FIRE 1 Assortment N of 18 different (36 shells) J&M Brand shells ELECTRIC FIRE Category Shell Count: 76 5 Inch Color Shells Quantity Name Rising Effect 2 Assorted Chrysanthemums (E -FIRE Only) 2 Gold Glitter to color assorted 2 Red and Blue Dahlia with silver glitter 2 Gold crown 1 5" Blue Peony 1 5"Silver crown to red spike 1 Blue chrys with silver willow pistil 1 5" CRACKLING WILLOW 2 5"Blue crosette 1 5"Green coconut w/big brocade tail 1 5"Green spike 2 5"RED BEES 1 5"RED TRACER 1 5"Red coconut w/big brocade tail 1 Assortment A of 15 Patriotic J&M shells ELECTRIC FIRE 1 Assortment M of 15 different J&M Brand shells ELECTRIC FIRE 1 Assortment T of 15 different J&M Brand Shells ELECTRIC FIRE Category Shell Count: 65 Section Shell Count: 359 Finales Multi -shell Barrage Units Quantity Name Rising Effect 1 2.5" Display Shell Cake -Dahlia and Willows 36 shot Category Shell Count: 36 Timer Chains Quantity Name Rising Effect 1 2.5" Silver wave to red and blue 6 shot timer chain 1 3" Red and blue peonies with strobe pistil 6 shot timer chain 1 4" Brocade willow to white flashing 6 shot Timer Chain Category Shell Count: 18 3 Inch Finales Quantity Name Rising Effect 1 5 Salute with 5 gold willows 10 Shot finale chain 3 Red salute and blue dahlia 10 Shot finale chain Category Shell Count: 40 Proposal #: 22756 Designed on: 2022-10-24 17:58:41 Printed on: Tue Oct 25 13:00:09 2022 Page: 2 of 5 18064170th Avenue, Yarmouth, Iowa 52660-9772 1-800-648-3890 • Fax: 1-319-394-3265 a main@jandmdisplays.com * www.jandmdisplays.com 5 Inch Color Shells Quantity Name 1 5"Red white blue chry. crossette 1 Golden kamuro to white strobe Category Shell Count: 2 Section Shell Count: 96 Multi -shell Barrage Units AM Displays Proposal for: Monticello Riverfest Celebration Finales Risino Effect 8% Free for Early Payment Quantity Name Rising Effect 1 Red tail to red and blue with white strobe 25 shot 1 RWB & whistles, whistle to report volley Finale 49 shot Category Shell Count: 74 3 Inch Special Effect Shells Quantity Name Rising Effect 3 Heart Pattern shell 1 Red and blue with silver serpents (cylinder) 1 Silver whirl with report w/ red & blue stars Category Shell Count: 5 4 Inch Color Shells Quantity Name Rising Effect 2 Gold crown 2 Rainbow crossette Category Shell Count: 4 4 Inch Special Effect shells Quantity Name Rising Effect 2 Double Crackle 2 Gold Strobe Category Shell Count: 4 5 Inch Color Shells Quantity Name Rising Effect 1 Silver Spike Category Shell Count: 1 Section Shell Count: 88 5% Free for Multiple Year Agreement Proposal #: 22756 Designed on: 2022-10-24 17:58:41 Printed on: Tue Oct 25 13:00:09 2022 Page: 3 of 5 18064170th Avenue, Yarmouth, Iowa 52660-9772 1-800-648-3890 • Fax: 1-319-394-3265 • main@iandmdisplays-com • www.iandmdisplays.com Multi -shell Barrage Units Quantitv Name AM Displays Proposal for: Monticello Riverfest Celebration 5% Free for Multiple Year Agreement Super crown with blue stars with mines 49 shot Silver Strobe Willow w/Silver Strobe Tail 49 shot Category Shell Count: 98 3 Inch Special Effect Shells Quantity Name Lemon strobe Orange Strobe Red strobe Category Shell Count: 3 Section Shell Count: 101 Effect Risinq Effect Proposal #: 22756 Designed on: 2022-10-24 17:58:41 Printed on: Tue Oct 25 13:00:09 2022 Page: 4 of 5 18064170th Avenue, Yarmouth, Iowa 52660-9772 1-800-648-3890 • Fax: 1-319-394-3265 • main@jandmdisplays.com • www.jandmdisplays.com AM Displays Proposal for: Monticello Riverfest Celebration This proposal includes an extension of our $10,000,000.00 spectator liability insurance, and workers compensation on our shoot team. Total Price of Show: $15,000.00 Total Shot Count: 903 Packing Check: 374 Date of Display: 07/14/23 Customer Number: 13202 Please Note the Following Comments: The data in this proposal is confidential, and is to be accorded confidential treatment and shall not be disclosed other than to the official representative of the organization listed on the cover, and only then when in the evaluation of this proposal. Any reproduction of the contents of this proposal, whether in whole or in part, is expressly forbidden. J&M Displays, Inc. requests that all information be safeguarded from release pursuant to any request under the Freedom of Information Law of this state or any other state or jurisdiction; as it may cause competitive disadvantage to our company. The enclosed concepts and materials are the sole and exclusive property of J&M Displays, Inc. We reserve the right to make substitutions of equal or greater value. Prices and specifications are subject to change without notice. For choreographed displays the quantity and sizes of product may change based on the music selected; however, the dollar value of the product will remain the same. Proposal #: 22756 Designed on: 2022-10-24 17:58:41 Printed on: Tue Oct 25 13:00:09 2022 Page: 5 of 5 18064170th Avenue, Yarmouth, Iowa 52660-9772 1-800-648-3890 • Fax: 1-319-394-3265 • main@jandmdisplays.com • www.jandmdisplays.com J&M Displays Inc. : 9405 River Rd SE, Clear Lake, MN 55319 ` MONTICELLO RIVERFEST - 7-14-23 Multi-Shell Barrage Unit Product List QUANTITY DESCRIPTION SHOT COUNT 1 49 shot Red White Blue Wave Rings 49 1 Red and Blue to Silver Crossette 210 shot S Shape 210 1 Report w/ Silver w/ 1 Color 25 shot 25 1 25 Fire Tree Coconut w/ Red Pistil w/ Fire Tree Tail 25 1 Display Shell Cake - Dahlia and Willows 36 shot 36 1 Red Tail to Red and Blue w/ White Strobe 25 shot 25 1 RWB & Whistles, Whistle to Report Volley 49 shot 49 1 Super Crown w/ Blue Stars w/ Mines 49 shot 49 1 Silver Strobe Willow w/Silver Strobe Toil 49 shot 49 9 TOTALS 517 ** Premium Shells 2.5" Aerial Shell Product List QUANTITY DESCRIPTION SHOT COUNT 1 6-pc Timer Chain Chrysanthemum Chain 6 1 6-pc Timer Chain Mixed Effects 6 1 6-pc Timer Chain Palm Chains 6 1 6-pc Timer Chain White Strobe Chains 6 1 Strobing Palm 6-shot Timer Chain w/ Tail 6 1 Silver Wave to Red and Blue 6-shot Timer Chain 6 2 Red White and Blue 10 shot Finale Chain 20 g TOTALS 56 ** Premium Shells 3" Aerial Shell Product List QUANTITY DESCRIPTION SHOT COUNT 4 Aqua Peony w/Silver Palm 4 4 Blood Red and Lemon Dahlia 4 4 Blue and Green w/ Golden Rain Ring 4 4 Blue and Orange Dahlia 4 4 Bright Willow w/Aqua Ring 4 4 Brocade Crown and Orange Strobe 4 4 Flashing Wave to Magenta and Lemon 4 4 Flower Crown w/ Red Strobe Pistil 4 4 Gold Wave to Purple and Green 4 4 Gold wave to Red and Green 4 4 Golden Rain 4 4 Lemon Peony w/ Silver Palm 4 4 Magenta Peony w/Silver Palm 4 4 Orange and Purple with Brocade Crown Ring 4 4 Orange Peony w/ Silver Palm 4 4 Purple Dahlia and Silver Glittering Flower 4 4 Silver Strobe Willow 4 4 Time Rain Brocade Crown 4 1 Blue Wave 1 1 Brocade Wave to Red and Blue 1 1 Double Layer Crackle Ring 1 1 Green to Crackling 1 1 Green Wave 1 1 Lemon Peony Silver Tail 1 1 Multi Color Peony Silver Tail 1 1 Orange Wave 1 1 Purple Peony w/ Crackle Pistil 1 1 Purple Wave 1 1 Red Gamboge to Blue Silver Tail 1 1 Red Gamboge to Purple Chrysanthemum Silver Tail 1 1 Red Wave 1 1 Silver Wave 1 1 Yellow Wave 1 5 Green Peony 5 1 Blood Red and Yellow Dahlia w/ Silver Tail 1 1 Blue and Green Dahlia w/ Silver Tail 1 1 Brocade Crown w/ Gold Tail 1 1 Chrysanthemum to Green to White Strobe w/ Silver Tail 1 1 Crackling Nishiki Kamuro Ring w/ Gold Strobe Pistil w/ Crackle Tail 1 1 Crackling Palm w/ Crackle Tail 1 1 Gold Palm w/ Crackling Pistil w/ Gold Tail 1 1 Green Crossette w/ Gold Tail 1 1 Kamuro w/ White Strobe Pistil w/ Gold Tail 1 1 Lemon and Pink Dahlia w/ Silver Tail 1 1 Lemon and Sea Blue Mix Peony w/ Silver Tail 1 1 Orange and Sea Blue Mix Peony w/ Silver Tail 1 1 Purple Crackling Coconut w/ Crackle Tail 1 1 Purple to Silver Peony w/ Silver Tail 1 1 Red Crossette w/ Gold Tail 1 1 Silver Chrysanthemum to White Strobe w/ Silver Tail 1 1 Yellow Crossette w/ Gold Tail 1 1 Yellow Wave Chrysanthemum w/ Gold Tail 1 3 "Heart Pattern Shell 3 1 **Red and Blue w/ Silver Serpents (cylinder) 1 1 **Silver Whirl w/ Report w/ Red and Blue Stars 1 1 **Lemon Strobe 1 1 **Orange Strobe 1 1 **Red Strobe 1 1 Red and Blue Peonies w/ Strobe Pistil 6-shot Timer Chain 6 1 5 Salue w/ 5 Gold Willow 10-shot Finale Chain 10 3 Red Salute and Blue Dahlia 10-shot Finale Chain 30 123 TOTALS 164 ** Premium Shells 4" Aerial Shell Product List QUANTITY DESCRIPTION SHOT COUNT 1 Blue and Red Peony w/Silver Palm Pistil 1 1 Blue Lemon and Magenta Dahlia 1 1 Blue Orange Lemon and Green Dahlia 1 1 Brocade Wave to Blue and Yellow 1 1 Brocade Wave to Blue Red and Green 1 1 Brocade Wave to Green and Purple 1 1 Brocade Wave to Red 1 1 Gold Chrysanthemum to Purple 1 1 Golden Crossette 1 1 Golden Glitter Willow 1 1 Grass Green Peony w/ Silver Palm Pistil 1 1 Green and Orange Crossette 1 1 Lemon and Violet Crossette 1 1 Lemon Peony w/ Silver Palm Pistil 1 1 Orange Peony w/Silver Palm Pistil 1 1 Purple and Golden peony w/ Time Rain Pistil 1 1 Purple and Orange Dahlia 1 1 Red Glitter Willow 1 1 Twitter Glitter to Blue Peony w/ Red Strobe Pistil 1 1 Yellow Purple and Green Dahlia 1 1 Blue Dahlia w/Silver Tail 1 1 Brocade Crown 1 1 Green Coconut 1 1 Eight Chrysanthemums (Kaleidoscope) 1 1 Flower Wave to Green 1 1 Glitter Crossette 1 1 Gold Willow 1 1 Grass Green Peony w/Crackling Pistil 1 1 Green and Purple Peony 1 1 Lemon Peony w/Silver Palm Pistil 1 1 Lemon to Orange Peony 1 1 Midnight Snow Ring w/ Double Color Peony 1 1 Multi Color Chrysanthemum 1 1 Orange Wave 1 1 Pink Champagne to Violet 1 1 Purple Peony w/ Silver Palm Pistil 1 1 Purple Wave w/ Green Pistil 1 1 Red Flower Wave Ring w/ Yellow Pistil 1 1 Red to Green Ring w/ Time Rain Pistil 1 1 Yellow Wave 1 2 Blue Peony w/ Flower Crown Crossette Ring 2 2 Blue and Red Dahlia 2 2 Blue Chrysanthemum w/Silver Palm 2 2 Blue Dahlia 2 2 Blue Peony w/ Willow to White Horsetail Pistil 2 2 Red and White Dahlia 2 2 Red Chrysanthemum w/ Silver Palm 2 2 Red Dahlia 2 2 Red Peony w/ Flower Crown Crossette Ring 2 2 Red Peony w/ Willow to Blue Horsetail Pistil 2 2 White Chrysanthemum w/Silver Palm 2 2 White Dahlia 2 2 White Peony w/ Flower Crown Crossette Ring 2 2 White Peony w/ Willow to Red Horsetail Pistil 2 2 Willow to Blue Horsetail 2 2 Willow to Red Horsetail 2 2 Willow to White Horsetail 2 2 Gold Crown 2 2 Rainbow Crossette 2 2 "Double Crackle 2 2 "Gold Strobe 2 1 Silver Glitter to Red or Blue Chrysanthemum 6-shot Timer Chain 6 1 Brocade Willow to White Flashing 6-shot Timer Chain 6 84 TOTALS 94 ** Premium Shells 5" Aerial Shell Product List QUANTITY DESCRIPTION SHOT COUNT 1 Red Chrysanthemum to Time Rain w/ Time Rain Pistil and Coconut 1 1 White Wave to Red White Wave to Blue Rings 1 1 Twitter Glitter to Blue 1 1 Midnight Snow w/ Blue Pistil 1 1 Gold Willow to White 1 1 Gold Glitter to Red 1 1 Blue Crossettes 1 1 Chrysanthemum w/ Blue Star w/ Crackling Pistil 1 1 Multicolor Coconut 1 1 Midnight Snow w/ Red Strobing Pistil 1 1 Blue to Silver Peony w/ Red Pistil 1 1 Red and Silver Cascade Mixed Crossette 1 1 Blue and Silver Rings w/ Red Pistil 1 1 Blue Peony w/ Brocade Pistil and Red Coconut 1 1 Blue to Brocade Palm Ring w/ Chrysanthemum Pistil 1 1 Aqua and Orange Chrysanthemum w/ Flower Crown Crossette Ring 1 1 Aqua Peony w/ Brocade Crown Ring to Red Strobe Ring 1 1 Big Purple Red Sizzling 1 1 Blue Lemon Magenta Crossettes 1 1 Blue Chrysanthemums Glittering Pistil Kaleidoscope 1 1 Brocade Crown Silver Fly Dragon 1 1 Crackling Brocade Crown Bowtie Ring 1 1 Gold Titanium Willow w/ Crackling Willow Waterfall Pistil 1 1 Golden Silk Crackling Chrysanthemum 1 1 Green and Blue Chrysanthemums w/ Silver Palm to Crossette 1 1 Green to Golden to Purple Peony 1 1 Lemon and Purple Peony w/ Golden Willow Horsetail Pistil 1 1 Red and Yellow Dahlia w/ White Strobe 1 1 Red Strobe coconut w/ Blue Pistil 1 1 Silver Coocnut to Thousands of Brocade Crown 1 1 Blue Peony w/ White Strobe Pistil 1 1 Brocade Willow to White Flashing 1 1 Cracker Chrysanthemum w/ Crackling Pistil 1 1 Crackling Nishiki Kamuro 1 1 Flower Crown Chrysanthemum 1 1 Green Flower Wave Ring w/ Purple Saturn Pistil 1 1 Kamuro w/ Green Ring 1 1 Mix Green and Purple Peony w/ White Strobe Pistil 1 1 Mix Orange and Purple Peony w/ White Strobe Pistil 1 1 Multi Color Cycos 1 1 Orange Crossette 1 1 Red Peony w/ White Strobe Pistil 1 1 Silver Crossette 1 1 Silver Willow 1 1 Brocade Butterfly Ring - Alternating Magenta/Lemon Stars Ring 1 2 Assorted Color Chrysanthemums 2 2 Gold Glitter to Color Assorted 2 2 Red and Blue Dahlia w/Silver Glitter 2 2 Gold Crown 2 1 Blue Peony 1 1 Silver Crown to Red Spike 1 1 Blue Chrysanthemum w/Silver Willow Pistil 1 1 Crackling Willow 1 2 Blue Crossette 2 ** Premium Shells 1 1 Green Coconut w/ Big Brocade Tail 1 Green Spike 1 2 Red Bees 2 1 Red Tracer 1 1 Red Coconut w/ Big Brocade Tail 1 1 Red White Blue Chrysanthemum Crossette 1 1 Golden Kamuro to White Strobe 1 1 Silver Spike 1 68 TOTALS 68 ** Premium Shells i J&M Displays Inc. 9405 River Rd SE, Clear Lake, MN 55319 Project Staff & Assigned Roles Office Manager Becky Hanson (320) 300-4823 bhansonCdiandmdisplays.com Sales Representative / Show Designer Ryan Hansen (320) 286-8540 (612) 483-5643 cell ryan@iandmdisplays.com Shoot Team Lead Operator / HazMat Driver Tom Olson - MN Certification # 0697 Crew Members Nick Olson, Cory Jehoich Estimated Timeline of Events (Day of the show) • 3:00 PM o Arrive at Monticello High School. Check in with contact and begin setup. • 7:30 PM o Setup complete. Test equipment and connections. o Coordinate with authorities/security to make sure the fallout area is secure. • 8:00 PM o Testing complete. Inform contact the show is ready and establish exact starting time. • 10:00 PM est. o Fire the show o After the show is complete, 10 min cooldown period. 0 10:30 PM o Inspect site for duds/misfires. Put out any small fires/smoldering items. o Begin teardown. All manageable trash/debris cleared from site. Rake and bag. • 12:00 AM o Teardown and clean up complete. Final walkthrough and inspection. Ryan Hansen - Sales Representative - Office (800) 507-9074 Direct (320) 286-8540 List of References for Monticello Riverfest All show budgets are confidential. We have provided a list of references for shows that have a budget not less than $10,000 and are of similar length to yours. Please feel free to reach out to any of these contacts and for more information about us, visit our website at www.jandmdisplays.com City of Duluth, MN — Since 1997 1532 W. Michigan Ave. Duluth, MN 55806 Attn: Mr. Henry Martinsen (218) 625-8103 hmartinsen@duluthmn.gov City of Roseville, MN — Since 2013 2660 Civic Center Drive Roseville, MN 55113 Attn: Mr. Matthew L. Johnson — Director of Parks & Recreation (651) 792-7101 matthew.iohnson@citvofroseville.com City of Coon Rapids, MN — Since 1997 23351215` Circle NW Coon Rapids, MN 55448 Attn: Mr. Jacob Schultze — City of Coon Rapids FD (763) 767-6323 jakeschultze@hotmail.com Plymouth Civic League — Since 1999 3400 Plymouth Blvd. Plymouth, MN 55447 Attn: Mr. Chip Williams (612) 599-8147 / chip1701@icloud.com St. Cloud Fireworks Committee — Since 1997 630 Roosevelt Rd. Suite 201 St. Cloud, MN 56301 Attn: Mr. Tom Richardson — Fireworks Committee President (612) 940-6364 tomrichardson@att.net City of Chanhassen — Since 1997 7700 Market Blvd. PO Box 147 Chanhassen, MN 55317 Attn: Ms. Priya Tandon — Recreation Supervisor (952) 227-1122 / ptondon@ci.chonhossen.mn.us J&M DISPLAYS, INC. 19405 River Rd SE, Clear Lake, MN 55319 1 (800) 507-907 We make mac AM will leav J&M incorporates state-of-the-art innovations in display control and syncronization to assure amazing results. From failure -resistant metal safety racks to rock -solid digital controls, J&M Displays strives to ensure you receive the highest quality, safest production possible. With our nationwide training program, our professional display operators are among the highest trained in the industry. J&M's stringent quality controls mean better reliability, pattern, color, and duration. Our value shows in the sky. We precisely script each show from our massive inventory of effects to both surprise and impress your audience. For over 25 years, we've earned a reputation for reliability, customer satisfaction, safety and professionalism. Founded in 1980 by brothers, James and Michael Oetken, as a way to pay for their fireworks hobby, AM Displays, Inc. has grown to become the largest shipper of fireworks in Iowa. J&M Displays provides displays throughout the United States and has supplied to China, South Africa, Hong Kong, Belize, Bahamas and St. Thomas in the Caribbean. Sitting on 106 acres in Southeastern Iowa, J&M Displays consists of over 50 on- site permanent storage bunkers, pack house, retail Class C consumer fireworks building, assembly building, and five support buildings. J&M Displays also owns satellite bunkers located throughout the midwestern states. Chief Executive Officer - James J. Oetken J&M Displays currently employs a full-time office and plant maintenance staff of 16, a sales force of over 50, and a reserve of over 2000 trained pyrotechnicians. A full line of 1.3G display fireworks, 1 AG indoor and close proximity pyrotechnics, non -pyrotechnic special effects including Iasers, confetti and streamers, firing equipment, mortars, racks, and safety equipment. The fireworks and equipment will arrive at the shoot site the day of the display. Everyone on the pyrotechnic crew has been trained on safety and security awareness. The fireworks are never unattended. # aN .. j & M Displays adheres to NFPA 1123 Code for Fireworks Displays. NFPA approved fire extinguishers are standard equipment :# • at During the show, crewmembers will assist Mi guardmig the perimeter to make sure that no one is allowed 'in the fallout zone duringdisplay. Security maintained perimeter determined safe. One creNvmember will be •ted as the "spotte spotter observesdisplay as watching for any shells that may come back to the ground display,unexploded, possible ground fires, etc. Followm*g the the fallout zone'is checked for the possibility of any live fireworks and/or hot debris. Revised 12-1-2017 r LU U �- �� w 1= m Ln, W -b., f, .r LU e� U - I a AC+o►RC�► CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, 4/27/2022 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Britton Gallagher One Cleveland Center, Floor 30 PHONEFAX o Ext): 216-658-7100 A/c No): 216-658-7101 A/C No, ADDRESS: 1375 East 9th Street INSURER(S) AFFORDING COVERAGE NAIC # Cleveland OH 44114 INSURER A: Everest Denali Insurance Company 16044 INSURED INSURER B: AXIS Surplus Ins Company 26620 J & M Displays, Inc. 18064 170th Avenue INsuRERc: Everest Indemnity Insurance Co. 10851 INSURER D : Yarmouth IA 52660 INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: 1694303371 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE ADDL SUBR D POLICY NUMBER POLICY EFF /Y MM/DDYYY POLICY EXP MM/DD/YYW LIMITS C GENERAL LIABILITY S18ML00060-221 1/15/2022 1/15/202 ACH OCCURRENCE $ 1,000,000 X COMMERCIAL GENERAL LIABILITY DAMAGE O RENTED PREMIS a occurrence $ 500,000 CLAIMS -MADE a OCCUR MED Any one person) $ P AL & ADV I Nj&Y $ 1,000,000 Al A(' GR $ 2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: UCTS /OP AG 3 $ 2,000,000 $ POLICY X PE OCT LOC A AUTOMOBILE LIABILITY S18CA00033-221 1/15/2023 CO GLE LIMIT (Ea acc $1,000.000 BO ILY INJURY (Per person) $ X ANY AUTO N022 ALL OWNED SCHEDULED AUTOS AUTOS Y INJURY (Per accident) $ PERTY DAMAGE $ er accident XX NON -OWNED HIRED AUTOS AUTOS B UMBRELLA LIAB X OCCUR P-001-000063943-04 1/1 2 1/15/2 EACH OCCURRENCE $ 5,000,000 AGGREGATE $ 5,000,000 X EXCESS LIAB CLAIMS -MADE DED RETENTION $ $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y / N WC STATU- OTH- TORY LIMITS ER ANY PROPRIETOR/PARTNER/EXECUTIVE E.L. EACH ACCIDENT $ OFFICER/MEMBER EXCLUDED? ❑ N / A E.L. DISEASE - EA EMPLOYEE $ (Mandatory in NH) If yes, describe under DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT $ C Excess Liability #2 SI - 21 /15/2022 1/15/2023 Each Occ/ Aggregate $4,000,000 Total Limits $10,000,000 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (Attach ACORD 101, 1 Remarks edule, if more space is required) Additional Insured extension of coverage is pr by above re fe General Liability policy where required by written agreement. � ed FIREOWRKS DISPLAY DATE: June 11, 20 LOCATION OF EVENT: Wadena Fairgroun ADD'L INSURED: The City of Wadena, Minnes is em ers, officers, elected officials, partners, subsidiaries, divisions & affiliates, event sponsors & landowners as their interest may app n r n to this vent; Wadena-Deer Creek All School Reunion Committee (sponsor); Wadena-Deer Creek School District (sponsor); Wadena County (landowner); Wadena County (AHJ) CERTIFICATE HOLDER A IL CANCELLATION ACORD 25 (2010/05) ©1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. Wadena-Deer Creek All Scho union Committee 600 Colfax Avenue S Wadena MN 56482 AUTHORIZED REPRESENTATIVE ACORD 25 (2010/05) ©1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD Form W'9 Request for Taxpayer Give Form to the requester. Do not (Rev. December 2014) Identification Number and Certification send to the IRS. Department of the Treasury Internal Revenue Service 1 Name (as shown on your income tax return). Name is required on this line; do not leave this line blank. J&M Displays, Inc. N 2 Business name/disregarded entity name, if different from above N t� °-3 Check appropriate box for federal tax classification; check only one of the following seven boxes: 4 Exemptions (codes apply only to certain entities, not individuals; see C ° ❑Individual/sole proprietor or ❑✓ C Corporation ❑ S Corporation ❑ Partnership ❑ Trust/estate instructions on page 3): d) single -member LLC Exempt payee code (if any) aF -]Limited liability company. Enter the tax classification (C=C corporation, S=S corporation, P=partnership) ► Exemption from FATCA reporting p i Note. For a single -member LLC that is disregarded, do not check LLC; check the appropriate box in the line above for y the tax classification of the single -member owner. code (if any) •i C IL ❑ Other (see instructions) IN - (Applies to accounts maintained outside the U.S.) 7 =7 5 Address (number, street, and apt. or suite no.) Requester's name and address (optional) v CO 18064 170th Avenue CD CD 6 City, state, and ZIP code c n Yarmouth, IA 52660 7 List account number(s) here (optional) 97 M Taxpayer Identification Number (TIN) Enter your TIN in the appropriate box. The TIN provided must match the name given on line 1 to avoid I Social security number backup withholding. For individuals, this is generally your social security number (SSN). However, for a resident alien, sole proprietor, or disregarded entity, see the Part I instructions on page 3. For other - - entities, it is your employer identification number (EIN). If you do not have a number, see How to get a TIN on page 3. or Note. If the account is in more than one name, see the instructions for line 1 and the chart on page 4 for Employer identification number guidelines on whose number to enter. 4 2 - 1 2 8 4 5 8 3 • .■ Certification Under penalties of perjury, I certify that: 1. The number shown on this form is my correct taxpayer identification number (or I am waiting for a number to be issued to me); and 2. 1 am not subject to backup withholding because: (a) I am exempt from backup withholding, or (b) I have not been notified by the Internal Revenue Service (IRS) that I am subject to backup withholding as a result of a failure to report all interest or dividends, or (c) the IRS has notified me that I am no longer subject to backup withholding; and 3. 1 am a U.S. citizen or other U.S. person (defined below); and 4. The FATCA code(s) entered on this form (if any) indicating that I am exempt from FATCA reporting is correct. Certification instructions. You must cross out item 2 above if you have been notified by the IRS that you are currently subject to backup withholding because you have failed to report all interest and dividends on your tax return. For real estate transactions, item 2 does not apply. For mortgage interest paid, acquisition or abandonment of secured property, cancellation of debt, contributions to an individual retirement arrangement (IRA), and generally, payments other than interest and dividends, you are not required to sign the certification, but you must provide your correct TIN. See the instructions on page 3. Sign Signature of Here U.S. person ► eiM Qa,LQ Q 1_ Date ► 10112,1211 General Instructions Section references are to the Internal Revenue Code unless otherwise noted. Future developments. Information about developments affecting Form W-9 (such as legislation enacted after we release it) is at www.irs.gov/fw9. Purpose of Form An individual or entity (Form W-9 requester) who is required to file an information return with the IRS must obtain your correct taxpayer identification number (TIN) which may be your social security number (SSN), individual taxpayer identification number (ITIN), adoption taxpayer identification number (ATIN), or employer identification number (EIN), to report on an information return the amount paid to you, or other amount reportable on an information return. Examples of information returns include, but are not limited to, the following: • Form 1099 -INT (interest earned or paid) • Form 1099 -DIV (dividends, including those from stocks or mutual funds) • Form 1099-MISC (various types of income, prizes, awards, or gross proceeds) • Form 1099-B (stock or mutual fund sales and certain other transactions by brokers) • Form 1099-S (proceeds from real estate transactions) • Form 1099-K (merchant card and third party network transactions) • Form 1098 (home mortgage interest), 1098-E (student loan interest), 1098-T (tuition) • Form 1099-C (canceled debt) • Form 1099-A (acquisition or abandonment of secured property) Use Form W-9 only if you are a U.S. person (including a resident alien), to provide your correct TIN. If you do not return Form W-9 to the requester with a TIN, you might be subject to backup withholding. See What is backup withholding? on page 2. By signing the filled -out form, you: 1. Certify that the TIN you are giving is correct (or you are waiting for a number to be issued), 2. Certify that you are not subject to backup withholding, or 3. Claim exemption from backup withholding if you are a U.S. exempt payee. If applicable, you are also certifying that as a U.S. person, your allocable share of any partnership income from a U.S. trade or business is not subject to the withholding tax on foreign partners' share of effectively connected income, and 4. Certify that FATCA code(s) entered on this form (if any) indicating that you are exempt from the FATCA reporting, is correct. See What is FATCA reporting? on page 2 for further information. Cat. No. 10231X Form W-9 (Rev. 12-2014) Monticello Riverfest July 14, 2023 Maximum Shell Size: 6" NFPA 1123 Radius Safety Zone: 420 ft KIM 01pp \J�;' RES PYRO- Spectators Parking Shoot site 0 Fallout zone �7-- City Council Agenda: 11/28/2022 21. Consideration of authorizing the purchase of a half -ton truck for a not to exceed amount of $50,000 for the Building Department Prepared by: Meeting Date: ® Consent Agenda Item Finance Director 11/28/2022 ❑ Regular Agenda Item Reviewed by: Approved by: Building Inspector City Administrator ACTION REQUESTED Motion to authorize the purchase of a 2022 Ram 1500 Warlock 44 from Ryan Auto Mall for a not to exceed amount of $50,000, including applicable taxes and fees for vehicle registration to the Monticello DMV. REFERENCE AND BACKGROUND The building department utilizes logoed city vehicles when performing inspections. They currently have three vehicles; this proposed purchase would replace the current Ram truck, which will be transferred to the community center to replace the 1999 white Dodge Caravan. Due to limited supply and long lead times, staff solicited quotes from three local dealerships for half -ton trucks readily available on the lot. We received responses from Ryan Auto Mall for a Dodge Ram and Morrie's Ford for an F-150. Staff are still waiting for a response from Cornerstone Chevrolet. Based on the two quotes received, the Dodge Ram from Ryan Auto Mall is the lower priced option. However, staff requests approval for a not to exceed amount to take advantage of lowest quote when all are received. Budget Impact: No more than $50,000 will be spent from the Central Equipment Fund, which will be reimbursed from the Building Department in the General Fund. II. Staff Workload Impact: N/A III. Comprehensive Plan Impact: N/A STAFF RECOMMENDED ACTION Staff recommends authorizing the purchase of a half -ton truck for a not to exceed amount of $50,000 from the Central Equipment Fund for the Building Department. SUPPORTING DATA A. Quote from Morrie's Ford for a 2022 White F150 XLT Supercab City Council Agenda: 11/28/2022 B. Online list price from Ryan Auto Mall for a 2022 Ram 1500 Warlock 4x4 KAN-001136 MN 9—NORMAL,NB,201136,NA272 5421 ULC U l R l DIN l C i 004002 Zaoaaoao4 5907 CERT CERT CERT TRD RAMP BUMP CAMP BOOK EXFL ROTA 1FTEX1EP6 N KD40942 N B Ru=No �n� /i gni 0 Go Further ford.com STANDARD EQUIPMENT INCLUDED AT NO EXTRA CHARGE EXTERIOR • DAYTIME RUNNING LAMPS • EASY FUEL@ GAPLESS FILLER • FOG LAMPS • FULLY BOXED STEEL FRAME • HEADLAMPS - AUTO HIGH BEAM • HEADLAMPS - AUTOLAMP (ON/OFF) • MANUAL FOLD POWER MIRRORS • PICKUP BOX TIE DOWN HOOKS • POWER TAILGATE LOCK • REAR PRIVACY GLASS • REAR, 170 -DEGREE DOOR • TRAILER SWAY CONTROL INCLUDED ON THIS VEHICLE EQUIPMENT GROUP 302A -XLT SERIES -ELECTRONIC AUTO TEMP CONTROL •SIRIUS XM W/ 360L -SYNC 4 W/ENHANCED VOICE RECOG -LED SIDE -MIRROR SPOTLIGHTS -REMOTE START SYSTEM OPTIONAL EQUIPMENT/OTHER .XLT CHROME APPEARANCE PACKAGE .18" CHROME -LIKE PVD WHEELS 2.7L V6 ECOBOOST 275/65R18 BSW ALL -TERRAIN TIRE 3.55 RATIO REGULAR AXLE 6500# GVWR PACKAGE FRONT LICENSE PLATE BRACKET BRIGHT POLISHED STEP BARS 50 STATE EMISSIONS POWER -SLIDING REAR WINDOW ONBOARD 40OW OUTLET INTERIOR WORK SURFACE CNCTD BLT -IN NAV (3 -YR INC) AUTO START -STOP REMOVAL CLASS IV TRAILER HITCH MIRROR MAN FOLD W/POWER GLASS POWER -ADJUSTABLE PEDALS BED UTILITY PACKAGE .BOXLINK .TAILGATE STEP .LED BOX LIGHTING INTERIOR • 1TOUCH UP/DOWN DR/PASS WIN • 60/40 FOLD -UP REAR BENCH SEAT • DOOR LOCKS - POWER • DUAL VISOR VANITY MIRRORS • ILLUMINATED ENTRY • MESSAGE CTR: OUTSIDE TEMP, COMPASS, TRIP COMPUTER • POWERPOINTS - 12V • TILT/TELESCOPE STIR COLUMN (MSRP) 5,675.00 1,195.00 NO CHARGE NO CHARGE NO CHARGE 350.00 195.00 795.00 - 50.00 170.00 695.00 RAMP ONE FUNCTIONAL • AUTO HOLD • BLIS W/CROSS-TRAFFIC ALERT • DYNAMIC HITCH ASSIST • ELECT 4X4 SHIFT -ON -FLY • FORDPASS CONNECTTm 4G HOTSPOT TELEMATICS MODEM • GAS -CHARGED SHOCKS • LANE -KEEPING SYSTEM • POST -COLLISION BRAKING • PRE -COLLISION ASSIST W/AEB • REVERSE BRAKE ASSIST • REVERSE SENSING AND REAR VIEW CAMERA • SELECTSHIFTO SAFETY/SECURITY • ADVANCETRACTM WITH RSCO • AIRBAGS - FRONT SEAT MOUNTED SIDE IMPACT • AIRBAGS - SAFETY CANOPY@ • CTR HIGH MOUNT STOP LAMP • PERIMETER ALARM • SOS POST -CRASH ALERT SYSTM • TIRE PRESSURE MONIT SYS WARRANTY • 3YR/36,000 BUMPER / BUMPER • 5YR/60,000 POWERTRAIN • 5YR/60,000 ROADSIDE ASSIST • 8YR/100,000 HYBRID BATTERY PRICE INFORMATION BASE PRICE TOTAL OPTIONS/OTHER TOTAL VEHICLE & OPTIONS/OTHER DESTINATION & DELIVERY TOTAL BEFORE DISCOUNTS XLT HIGH CHRM OR SPRT TOTAL SAVINGS (MSRP) $42,965.00 9,025.00 51,990.00 1,695.00 53,685.00 2,000.00 2,000.00 CC15 RAN CONVOY Whether you decide to lease or finance your vehicle, you'll find the choices that are right ITEM >t: for you. See your dealer for details or visit 58-2210 OR 2 FORD CREDIT www.ford.com/finance. This label is affixed pursuant to the Federal Automobile Information Disclosure Act. Gasoline, License, and Title Fees, State and Local taxes are not included. Dealer installed NA272 N RB 2X 225 001136 01 27 22 options or accessories are not included unless listed above. 11/23/2022 Gasoline Vehicle Fuel Economy Standard Pickup Trucks range from 12 to You Spend MPG 27 MPG. The best vehicle rates 142 MPGe. $2250 k2017 23 F combined city/hwy city highway more in fuel costs over 5 years 5.0 gallons per 100 miles compared to the average new vehicle. Annual fuel COSI Fuel Economy & Greenhouse Gas Rating (tailpipe only) Smog Rating (tailpipe only) I � 1$,7500 Best Best This vehicle emits 453 grams CO2 per mile. The best emits 0 grams per mile (tailpipe only). Producing and distributing fuel also create emissions, learn more at fueleconomy.gov. Overall Vehicle Score Based on the combined ratings of frontal, side and rollover. Should ONLY be compared to other vehicles of similar size and weight. Frontal Driver t -a R: V Crash Passenger 0 ' Based on the risk of injury in a frontal impact. Should ONLY be compared to other vehicles of similar size and weight. Side Front seat Crash Rear seat Based on the risk of injury in a side impact. Rollover Based on the risk of rollover in a single -vehicle crash. 111111 �11IIIIIIIdIIIIIIIIIIIIIIIIIIIIIY111�A11I d oV. ❑�r ❑� t -a R: V •r —r y�� . It L� a 0 ' �n 144 YEARSI AMERICA'S BEST SELLING TRUCKS 11w f 00-00 TOUGH TOUGH The Ford Pass ConnectT" modem is active and sending vehicle data (e.g., diagnostics) to Ford. See in -vehicle Settings for connectivity options. Ford Pass Connect ­service and FordPassT" App required for certain remote features (see Al Terms for more information). Connected service and related feature functionality is subject to compatible AT&T -network availability. Evolving technology / cellular networks may affect functionality and availability, or continued provision of some features, prohibiting them from functioning. Message and data rates may apply. See your local Ford website for our privacy policy. 40MI 1 FORD PROTECT' Insist on Ford Protect! The only extended service plan fully backed by Ford and honored at every Ford dealership in the U.S., Canada and Mexico. See your Ford dealer or visit www.FordOwner.com. Qj WARNING: Operating, servicing and maintaining a passenger vehicle, pickup truck, van, or off-road SCAN OR TEXT 1FNKD40942 TO 48028 vehicle can expose you to chemicals including engine exhaust, carbon monoxide, phthalates, and MsgeOata lead, which are known to the State of California to cause cancer and birth defects or other reproductive harm, rates may apply. To minimize exposure, avoid breathing exhaust, do not idle the engine except as necessary, service your Tart HELP vehicle in a well -ventilated area and wear gloves or wash your hands frequently when servicing your vehicle. for help ma For more information go to www.P65Warnings.ca.gov/passenger-vehicle. www.ford.com/help/privacy-terms/ 763-314-4498 --aseV Sk a Dm a19/mo. $479/mo. r 42n WAZeeea r 42� $69253 $41,997 i GET SPECIAL 6d viwv is G P Pp Fa Flnanong Ca +dla[bsum w,•a�� To- uaa� City Council Agenda: 11/28/2022 2K. Consideration of approving plans and specifications and authorizing the advertisement of bids for the School Boulevard Safe Routes to School Project. Prepared by: Meeting Date: ® Consent Agenda Item City Engineer/Public Works Director 11/28/2022 ❑ Regular Agenda Item Reviewed by: Approved by: Project Engineer, Finance Director City Administrator ACTION REQUESTED Motion to approve plans and specification and authorize advertisement of bids for the School Boulevard Safe Routes to School project. PREVIOUS COUNCIL ACTION December 30, 2020: City Council authorized the submission of the FY 2025 Transportation Alternatives grant for the completion of School Boulevard Safety improvements. October 11, 2021: City Council authorized staff to solicit proposals for engineering services for the School Boulevard Safety Improvements project. November 8, 2021: City Council authorized a contract with WSB to complete engineering services for the School Boulevard Safety Improvements project. REFERENCE AND BACKGROUND The City and Monticello School District secured a grant in the amount of $330,051 from a Transportation Alternative Program that is administered by MNDOT. The items included in the project are: • New pedestrian crossing at Meadow Oak Avenue and Fenning Avenue. • Extension of the sidewalk in front of Eastview Education Center connecting south to School Boulevard. • Enhanced pedestrian crossing with center refuge island on School Boulevard at Pelican Lane. • Removal of pedestrian crossing on School Boulevard at Eider Lane. • Enhanced pedestrian crossing with center refuge island on School Boulevard between Eider Lane and Fallon Avenue. City Council Agenda: 11/28/2022 • Improvements to the School Boulevard High School entrance to include right -turn channelization for vehicles exiting the parking lot and a refuge island for pedestrians. • Installation of radar feedback speed signs on School Boulevard • Extension of trail on the south side of School Boulevard between Cardinal Hills Park and Fenning Avenue. The project is proposed to have a bid opening date in January with construction beginning in March/April 2023 with substantial completion in September/October of 2023. Budget Impact: The estimated overall project budget is $925,000 and will be funded from a combination of Park and Pathway, Capital Project, and Street Lighting funds. The grant proceeds in the amount of $330,051 will be available from MNDOT in 2025. The Monticello School District has committed $55,000 for this project. When these contributions are received, they will be used to replenish the Capital Projects Fund. II. Staff Workload Impact: The workload impacts associated with managing this type of project are expected and manageable for the 2023 construction season. III. Comprehensive Plan Impact: This project facilitates progress toward several goals of the Monticello 2040 Plan, including street and pathway connectivity as well as strong a partnership with the Monticello School District. STAFF RECOMMENDED ACTION City staff recommend approving the plans and specs and advertising for bids for the School Boulevard Safe Routes to School Project. The grant funding is a valuable way to facilitate completion of high priority improvements like these. SUPPORTING DATA • None City Council Agenda: 11/28/2022 2L. Consideration of approving an application for a temporary gambling permit for a raffle to be conducted by the Wright County Whiskey Club at Nordic Brewpub, 530 Cedar Street Prepared by: Meeting Date: ® Consent Agenda Item City Clerk 11/28/2022 ❑ Regular Agenda Item Reviewed by: Approved by: N/A City Administrator ACTION REQUESTED Motion to approve the temporary gambling permit for the Wright County Whiskey Club for a raffle to be conducted on December 9, 2022, being held at Nordic Brewpub, 513 Cedar Street. REFERENCE AND BACKGROUND The Wright County Whiskey Club applied for a temporary charitable gambling permit for a raffle to be held on December 9, 2022. The event is being held at Nordic Brewpub, 513 Cedar Street. To receive a permit from the State, the City must approve the application. STAFF RECOMMENDED ACTION City staff recommends approval of the temporary gambling permit. SUPPORTING DATA • Application MINNESOTA LAWFUL GAMBLING LG220 Application for Exempt Permit 4/22 Page 1 of 4 An exempt permit may be issued to a nonprofit Application Fee (non-refundable) organization that: Applications are processed in the order received. If the application • conducts lawful gambling on five or fewer days, and is postmarked or received 30 days or more before the event, the • awards less than $50,000 in prizes during a calendar application fee is $100; otherwise the fee is $150. year. If total raffle prize value for the calendar year will be Due to the high volume of exempt applications, payment of $1,500 or less, contact the Licensing Specialist assigned to additional fees prior to 30 days before your event will not expedite your county by calling 651-539-1900. service, nor are telephone requests for expedited service accepted. ORGANIZATION INFORMATION Organization�� L Un S v �, Previous Gambling Name: W T Permit Number: X - Minnesota Tax ID -I q S 2 � 3 Federal Employer ID _ ,3 6 7 2 U � 2_ Number, if any: 1 Number (FEIN), if any: J J U Mailing Address: 6 9 q b 8ZvA' S� NE City: I' ►I 0/1 h�I I o State: M Al Zip: `� `S3 6 2-C Zip: Name of Chief Executive Officer (CEO): mot�c, bewe,*­ CEO Daytime Phone: 3 LO -u ` CEO Email: w4 �Sk cI (permit will be emailed to this email address unless otherwise indicated below) Email permit to (if other than the CEO): NONPROFIT STATUS Type of Nonprofit Organization (check one): = Fraternal = Religious Veterans Other Nonprofit Organization Attach a copy of one of the following showing proof of nonprofit status: (DO NOT attach a sales tax exempt status or federal employer ID number, as they are not proof of nonprofit status.) F-1 A current calendar year Certificate of Good Standing Don't have a copy? Obtain this certificate from: MN Secretary of State, Business Services Division Secretary of State website, phone numbers: 60 Empire Drive, Suite 100 www.sos.state.mn.us St. Paul, MN 55103 651-296-2803, or toll free 1-877-551-6767 IRS income tax exemption (501(c)) letter in your organization's name Don't have a copy? To obtain a copy of your federal income tax exempt letter, have an organization officer contact the IRS toll free at 1-877-829-5500. IRS - Affiliate of national, statewide, or international parent nonprofit organization (charter) If your organization falls under a parent organization, attach copies of both of the following: 1. IRS letter showing your parent organization is a nonprofit 501(c) organization with a group ruling; and 2. the charter or letter from your parent organization recognizing your organization as a subordinate. GAMBLING PREMISES INFORMATION Name of premises where the gambling event will be conducted A / J t ��� PL_/ � (for raffles, list the site where the drawing will take place): Physical Address (do not use P.O. box): C) C'e Check one: � , ) City: b✓1 �(�� Zip: S S 3 6 County: Township: Zip: County: Date(s) of activity (for raffles, indicate the date of the drawing): D e cewibei Check each type of gambling activity that your organization will conduct: = Bingo = Paddlewheels = Pull -Tabs = Tipboards rl� Raffle Gambling equipment for bingo paper, bingo boards, raffle boards, paddlewheels, pull -tabs, and tipboards must be obtained from a distributor licensed by the Minnesota Gambling Control Board. EXCEPTION: Bingo hard cards and bingo ball selection devices may be borrowed from another organization authorized to conduct bingo. To find a licensed distributor, go to www.mn.gov/gcb and click on Distributors under the List of Licensees tab, or call 651-539-1900. LG220 Application for Exempt Permit 4/22 Page 2 of 4 LOCAL UNIT OF GOVERNMENT ACKNOWLEDGMENT (required before submitting application to the Minnesota Gambling Control Board) CITY APPROVAL COUNTY APPROVAL for a gambling premises for a gambling premises located within city limits located in a township The application is acknowledged with no waiting period. F-1 The application is acknowledged with no waiting period. F-1 The application is acknowledged with a 30 -day waiting F� The application is acknowledged with a 30 -day waiting period, and allows the Board to issue a permit after 30 days period, and allows the Board to issue a permit after (60 days for a 1st class city). 30 days. ❑The application is denied. ❑The application is denied. Print City Name: Print County Name: Signature of City Personnel: Signature of County Personnel: Title: Date: Title: Date: information, the Board may not be able to TOWNSHIP (if required by the county) which law or legal order authorizes a new use or On behalf of the township, I acknowledge that the organization address which will remain public. Private data is applying for exempted gambling activity within the township limits. (A township has no statutory authority to approve or as a consequence, may refuse to issue a permit. The city or county must sign before given; and anyone with your written consent. If your organization supplies the information members, Board staff whose work requires deny an application, per Minn. Statutes, section 349.213.) access to the information; Minnesota's Depart - submitting application to the This form will be made available in alternative format (i.e. large print, braille) upon request. Gambling Control Board. Print Township Name: Signature of Township Officer: Title: Date: CHIEF EXECUTIVE OFFICER'S SIGNATURE (required) The information provided in this application is complete and accurate to the best of my knowledge. I acknowledge that the financial report will be completed and returned to the Board within 30 days of the event date. tom% `j/ Z ? 2_`- `�� Chief Executive Officer's Signature: Date: (Signure must be EO's signature; designee may not sign) Print Name: / ' ° e r REQUIREMENTS MAIL APPLICATION AND ATTACHMENTS Complete a separate application for: Mail application with: • all gambling conducted on two or more consecutive days; or a copy of your proof of nonprofit status; and • all gambling conducted on one day. application fee (non-refundable). If the application is Only one application is required if one or more raffle drawings are postmarked or received 30 days or more before the event, conducted on the same day. the application fee is $100; otherwise the fee is $150. Financial report to be completed within 30 days after the Make check payable to State of Minnesota. gambling activity is done: To: Minnesota Gambling Control Board A financial report form will be mailed with your permit. Complete 1711 West County Road B, Suite 300 South and return the financial report form to the Gambling Control Roseville, MN 55113 Board. Questions? Your organization must keep all exempt records and reports for Call the Licensing Section of the Gambling Control Board at 3-1/2 years (Minn. Statutes, section 349.166, subd. 2(f)). 651-539-1900. Data privacy notice: The information requested application. Your organization's name and ment of Public Safety; Attorney General; on this form (and any attachments) will be used address will be public information when received Commissioners of Administration, Minnesota by the Gambling Control Board (Board) to by the Board. All other information provided will Management & Budget, and Revenue; Legislative determine your organization's qualifications to be private data about your organization until the Auditor, national and international gambling be involved in lawful gambling activities in Board issues the permit. When the Board issues regulatory agencies; anyone pursuant to court Minnesota. Your organization has the right to the permit, all information provided will become order; other individuals and agencies specifically refuse to supply the information; however, if public. If the Board does not issue a permit, all authorized by state or federal law to have access your organization refuses to supply this information provided remains private, with the to the information; individuals and agencies for information, the Board may not be able to exception of your organization's name and which law or legal order authorizes a new use or determine your organization's qualifications and, address which will remain public. Private data sharing of information after this notice was as a consequence, may refuse to issue a permit. about your organization are available to Board given; and anyone with your written consent. If your organization supplies the information members, Board staff whose work requires requested, the Board will be able to process the access to the information; Minnesota's Depart - This form will be made available in alternative format (i.e. large print, braille) upon request. An equal opportunity employer City Council Agenda: 11/28/2022 3A. Consideration of adopting Resolution 2022-132 vacating drainage and utility easements as legally described for Lots 9-13, Block 2, Lauring Hillside Terrace Prepared by: Meeting Date: ❑Consent Agenda Item Community Development Director 11/28/22 El Regular Agenda Item ® Public Hearing Item Reviewed by: Approved by: City Administrator ACTION REQUESTED Motion to adopt Resolution 2022-132 vacating drainage and utility easement as legally described for Lots 9-13, Block 2 of Lauring Hillside Terrace, as related to the proposed plat of Wiha Addition, contingent on approval of the final plat of Wiha Addition and subject to final comments of the City Engineer. REFERENCE AND BACKGROUND The City Council is asked to approve the vacation of drainage and utility easements within the plat of Lauring Hillside Addition for purposes of replatting of these areas as Wiha Addition. The replatting is proposed to facilitate the development of a new manufacturing and office facility for Wiha Corporation. Willi Hahn Corporation (Wiha) is the fee title owner of all parcels in which the current vacations are proposed, and the ownership submitted a petition for the vacation of the noted easements. The requested action vacates all easements along the existing lots 9-13 of Lauring Hillside. Drainage and utility easements along the plat perimeter, internal lot lines and as required for stormwater and utility purposes are proposed to be re-established within the proposed plat of Wiha Addition. The large drainage and utility easement along the east side of the property is also proposed to include adequate area for the proposed trunk watermain lines. These lines are intended to serve the future water treatment facility. As design plans for that improvement are finalized, any additional easement would need to be provided by separate agreement. Vacation of the easements is conditioned on approval of the final plat and a final review of easements by the City Engineer. Procedurally, Council must hold a public hearing to consider the vacation. Statute requires two weeks between the publication of notices and the public hearing itself. City staff sent notices to be published in the Monticello Times and to affected property owners. City Council Agenda: 11/28/2022 Budget Impact: Budget impacts for review and preparation of this report, along with notice publication and distribution is covered by the petitioner's submitted escrow. II. Staff Workload Impact: Workload impact is expected at approximately 2 hours for review and recommendation on the vacation requests and platting. III. Comprehensive Plan Impact: The Monticello 2040 plan guides the subject plat areas for Employment Campus development. The proposed development plan is therefore consistent with the 2040 Plan. STAFF RECOMMENDED ACTION City staff recommends adoption of the resolution vacating the drainage and utility easements subject to the conditions as noted in the resolution. SUPPORTING DATA A. Resolution 2022-132 B. Vacation Petition C. Easement Vacation Exhibit D. Proposed Preliminary and Final Plat, Wiha Addition CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA RESOLUTION NO. 2022-132 RESOLUTION VACATING A DRAINAGE AND UTILITY EASEMENT AS LEGALLY DESCRIBED FOR LOTS 9-13, BLOCK 2, LAURING HILLSIDE TERRACE WHEREAS, pursuant to Minnesota Statutes Section 412.851, after two (2) weeks published and posted notice of the hearing and after mailing written notice of the hearing at least ten (10) days before a hearing to each property owner affected by the proposed vacation, the Monticello City Council has conducted a hearing to consider the vacation of the public easement legally described in the attached Exhibit "A"; and WHEREAS, following the hearing and consideration of the proposed vacation, the Council has determined that it is in the public interest to vacate the drainage and utility easement. NOW, THEREFORE, BE IT RESOLVED by the City Council that the drainage and utility easements legally described as Lots 9-13, Block 2 of Lauring Hillside Terrace are hereby vacated contingent on: 1. The approval and recording of the final plat of Wiha Addition. 2. Establishment of the required plat and lot perimeter easements and other drainage and utility easements as required by the City Engineer. ADOPTED this 281h day of November, 2022, by the City Council of the City of Monticello. ATTEST: Jennifer Schreiber, City Clerk Lloyd Hilgart, Mayor EXHIBIT "A" Legal Description of Easement Vacation All the drainage and utility easement as legally described as: 1. LOTS 9, 10, 11, 12, AND 13, BLOCK 2, LAURING HILLSIDE TERRACE, WRIGHT COUNTY, MONTICELLO, MN October 5, 2022 TO: City Clerk City of Monticello To Whom it may Concern: L): (t-.kjJ �C---> ora • a , fee titlero erty owner of LAURING 11 p p HILLSIDE TERRACE, Wright County, Minnesota, lying over, under and across Lots 9, 10, 11, 12 and 13, Block 2, said LAURING HILLSIDE TERRACE., petition on behalf of 6rtbr qV w.0 for the vacation of the drainage and utility easements of Lots 9-13, Block 2, of the recorded plat of Lauring Hillside Terrace. Legal description: All those drainage and utility easements as dedicated on the record plat of LAURING HILLSIDE TERRACE, Wright County, Minnesota, lying over, under and across Lots 9, 10, 11, 12 and 13, Block 2, said LAURING HILLSIDE TERRACE. r� LIJ I\A/r_—L) t\ A/11\ ITI/�r_—I I /1 7 \� Li,' I L� Lid LIJI LVV L_I \ IVI\JI V 1 / —IL -7 T1 1 ^TL)r-r-T I PROPOSED EASEMENT VACATION DESCRIPTION: All those drainage and utility easements as dedicated on the record plat of LAURING HILLSIDE TERRACE, Wright County, Minnesota, lying over, under and across Lots 9, 10, 11, 12 and 13, Block 2, said LAURING HILLSIDE TERRACE. Area of easement to be vacated = 89,303 sq. ft. 2.05 acres 0 m 0 0 Sep 21, 2022 — 10:21am K:\cad_sury\Land Desktop 2008\3395.18\dwg\3395.18 Easement Vacation.dwg N N N T aim 9 d a Eo � c o w osm a.. r F —1 Denotes Drainage & Utility Easement 5.2 `o m I I to be Vacation nq ry m M Scale d 1" = 100' C .. q y LEamo U J `m o z � J C - y T O 2 `o n v'a EEm� 0 L 615 —actin m Sep 21, 2022 — 10:21am K:\cad_sury\Land Desktop 2008\3395.18\dwg\3395.18 Easement Vacation.dwg — PID: 155-029-001060 Wrigley Holding Cc LLC PID: 155-099-001030 Wendy J Pillatzki \ I � \ �D:15 001040 \ CC & Diane C & Diane C \ Herbs r `.l \PLID- 155-099-001050ayton Zimmerma \ PID :155-0139-001060 Lowell G Mortensen \ —7 / I \ PID:155-099-001070 Jody Dryden I G G — 0 ^Inr- A f1f1ITI/-\N I FI\JL_r L -I IIL_LILJL- /-\LJLJI I I\JI N 80 PID: 155-041-001030 I PID: 155-041-001060 Wright Street LLC Francis J Hickey / L I LII F--\ 171 PID: 155-015-043060 Robert D & Marjorie L Schumacher PID: 1 55-047-000020 LJ k- I (-\ I A/ r F-) Franconia Associates LLC L _ \J V V L_ I \ N I /-\ 'I PID: 155-047-00004C Franconia /-\ — Associates LLC LIJ PID: 155-047-0000101 / U) Franconia I L� I > Associates LLC 155-047-000030 Franconia Associates LLC PI 55-0jPID: 29-000011 Franconia n I Associates--T-LLC I 1 T 80 — U 0 I L _ �/ /-\ -9-1'D.15a Associates L I— I Benchmark) - - � � IFranconia Associates c00 �vr— > �' > > North line of Lots 9, 10, 11, 12 and 13,. Block 2 LAURING HII I SInF TFRRAr F - G I I' �> -7T PID: 155-015-043050 Gardner Properties LLC r r - P- G - I PID: 155-015-043010 Hoyt Apartments LLC K A /\ N I T I F- I V I -IVI \J IN 1 PID: 155-015-042010 Bluffs in Monticello LLC a C EXISTING PROPERTY DESCRIPTION: Lots 9, 10, 11, 12 and 13, Block 2, LAURING HILLSIDE TERRACE, Wright County, Minnesota. Municipality. City of Monticello Existing Zoning: IBC -Industrial and DENOTES Business Campus Proposed Use: Industrial Road Mileage: 0 LF or 0.00 Miles Street Lighting as required Proposed Utilities: Sewer: City DENOTES Water: City Plat Area: Total Area: 560,649 Sq.Ft. = 12.87 Acres Proposed ROW: 0 Sq.Ft. = 0.00 Acres Park Area: 0 Sq.Ft. = 0.00 Acres - - - S64°16'07"E DRAINAGE AND UTILITY D » -- » » » D » 7OF).O5 D > >> ' » » » >I-IJUR D EASEMENTS ARE SHOWN THUS: — — — — — — N 956 — — —_ — — — - _ - - N �� I _ — — — — 1- — _ _ _ _ — \ \ \ \ 939 / N �i f�1 2 III II \ -940__J Edge of field -, i I y I I 1\ i I 1 / 1-1 /ff=�r-�i II/ J / 1 i 1 0 0) �to AM 16 0 iiiiiQ0w �II I Ln I I \\ I I { / ���-P,o / \ 1\11I I I / (NOT TO SCALE) p4" I I I II\\\I Being 12.00 feet in width and adjoining all right of way lines unless otherwise shown on this plat and being 12.00 feet in width and adjoining all side and rear lot lines I1\\\ o v I unless otherwise shown on this plat. �Q- \\ 1\1\\ �N; /\N I^TL)I I TIk1N I .c° � ��`I 1\\ L \\\\I �ca \ 1 r <a" I I I I I I I I I I I \°6 ° �,I PID: 155-050-001010 �o � \ \ Bluffs in Monticello LLC \ 1 a, I I I I III i -\ I �- �` I I I I I I A �) I N I /� 1 1 I I I I, I n r- _ I_). i) A 1F1 I L_ L_ i Imo; I v L_ I I \ I.I II ,L_ // 1 \ \\1 /—\ CJ I V / 1 I/ j I a l l I III III 1 I I \I 1\ 1/ \�; \ I I I IIII \\ 6, o° r-� I I T I /1 T AI I L QI T 1, I I I 11 1 1 /l , 4) ,, 1 1 1 1 1 1 1 I\ ��o, / U I L_ \-/ I ,-� 00 N I \\ I I I I I I I I \\ •��o_ I, I I '' I I I I I I l l w PID: 155-050-000020 rna' ' =-1 1 Bluffs in Monticello LLC I I I ; I I �; T I Lw - 7 aQ I I 1 aQ) U� I 1 Q< o \\ Bluffs Sin Monticello 0�LC / II I oo I L II IIII h Edge of field-__ o ;�°° �L ' �� �Q)~ �W I III IrnI II rn IIIIIIIIIIIIII I /fI \ \ R \ \ 1\ \ 1 1 A �6o w ° W J o J o �rnomrni 0) 0) 0) PID: \Iv�Iv�II TI IIu/-\NI NI / / / v\ g42 \ \ 1 Monticello Training I J ` I J " I I TJ LLC 9 I II I Z I I 41 I I Z III == I D 0 11 II 11 I/ I L' '\ I 11 I II `, ,'' I I I I z z d� ) I I I/ I I r- w 1--I -------- Center /\\ I 1\� I ,,, \\\ \ 1 I I I I I II �D III �D I I I �E I ,< / I II I II ,I I / ` ' 1�\\\ \ J II / I II I I a) Doa I Q) n o I 11 1 V�a� I 1 a� / 9 \ II II I I o I I I I I V I/ II I �* I I I ��� // 9 \\ \ III I I / I I I I ° I I I / oMM MM Nw o- o- I� a'�� a 0 1 0 - 0- N I I \ // / // I / o0 aa' Q / PID: 155-050-001030 0 0- 1 I I I I°'� I I I l / / / /// l / y ,°/ / / / /\\\\\\\\ \ III Bluffs in Monticello LLC n I 0)wX949-�\ \\\0 o \ 1 1 I / r I I I�� w 11 III \ I I �J\ I I = o I I I I I I 1 I I I h II I I , \ j. / / /' r� ' / / / /// \\\\\� \\ I Bluffs in 155-050-001040 tllLC \ I I ° 00 I I I 000 11 to �J I N s Q / 50 9 rn rn m cZ w I I i� j I I I IBJ II I I I I 1 ��/ I I l p l I I I /"� I\ ,//// / _9�`•\\\\\ 1I Cr 05 / , �9y �— 5B29- 0) L==15 91 R„ CHD==1 5 .91 954p°09'23 „W T, Edge of field I I N7 5°17 51 / I I III III I 960 llillilI a board Abo` "� -952953-- / Sound Wall ,' — ---_— _ 954 = I II Ii IIII I / III IIII Interstra1g tho t ogt 4 5201 i -/ 955 -e Wayln Concrete f'1pro, \\� NEdge of Gravel ShouldertAOrth hWay I Chainlin�Fenc� — — — 1121_- 95 I I g5 Building Setbacks: Front yard: 50 feet Side Corner: 50 feet Rear yard: 40 feet Side yard: 30 feet Lot Summary. 1 Industrial Lot Owner/Subdivider: Patrick Di Perna 1348 Dundas Circle Monticello, MN 55362 Designer/Surveyor: Hakanson Anderson Assoc. 3601 Thurston Avenue Anoka, MN 55303 (763) 427-5860 Brian Person 60 0 60 120 SCALE IN FEET LEGEND -6-= DENOTES HYDRANT >d = DENOTES GATE VALVE - - = DENOTES WATER LINE ® = DENOTES SANITARY SEWER MANHOLE ->- = DENOTES SANITARY SEWER LINE ® ® = DENOTES CATCHBASIN -»- = DENOTES STORM SEWER LINE = DENOTES EDGE OF WOODS = DENOTES CONIFEROUS TREE = DENOTES DECIDUOUS TREE (DIAMETER) = DENOTES SHRUB = DENOTES SURFACE CONTOUR (1 FT. INTERVAL) • = DENOTES FOUND IRON MONUMENT O = DENOTES FOUND CAST IRON MONUMENT o = DENOTES SET IRON MONUMENT = DENOTES LIGHT POLE D = DENOTES TELEPHONE PEDESTAL © = DENOTES ELECTRIC TRANSFORMER -P-BUR- = DENOTES BURIED ELECTRIC -T-BUR- = DENOTES BURIED TELEPHONE —G —= DENOTES BURIED GAS - - = DENOTES BUILDING SETBACK LINE ❑ = DENOTES BITUMINOUS SURFACE = DENOTES CONCRETE SURFACE 981• � 1--/ / I/ `-- ;-- -- NOTES: / / I / / ,,— I -959 58 N7 5° 2�' 32 W ' 1 p 11, 12 and p,CE' _ _ 953 = — ' I TERR n 1. In providing this survey no attempt has been made to obtain or show data concerning -956 g5-� of Lots 9, HILESIDE - _ = - _ - 954 existence, size, depth, condition, capacity or location of any utility existing on the site, South 11ne 2 LAURING 955 - whether private, municipal or public owned. - 958 — — — — 954 - BIaCIC— — - — — - _ 2. The professional surveyor has made no investigation or independent search for easements 1 -957— — _ — — — — — _ —954- - of record, encumbrance, restrictive covenants, ownership title evidence, or any other facts - 955 - n that an accurate and current title search may disclose. _9561—� --- -955 - _ - s5Chainlink Fence — — _ _ — gg4 I n I v� , 3. The underground utilities shown have been located from field survey information and record -958- — �_ _ — - 954 — — — _ I I� �� I plans. The surveyor makes no guarantees that the underground utilities shown comprise all —_ �— -955— — X957 - - =_ _- _ _ T T - _ _ _- - - _ = -956 - T n T �_ r �1�7� such utilities in the area, either in service or abandoned. The surveyor further does not - IT warrant that the underground utilities shown are in the exact location indicated although 55 he does certify that the are located as accurate) as possible from information available. - 954 — — Educe 9f 6revel-S�uldec � — � � I `I� V I L- I � J Y Y Y _ - -`� The surveyor has not physically located the underground utilities. Prior to any excavation, -954- - - - - contact Gopher State One Call for an on-site location (651-454-0002). The subsurface �955utility information on this survey is utility quality level D. This quality level was determined - - according to the guidelines of CI/ASCE 38-2, entitled "Standard Guidelines for the n Collection and Depiction of Existing Subsurface Utility Data. I4. Bearings are based on the Wright County Coordinate System. 5. All easements dedicated within Lots 9-13, Block 2, LAURING HILLSIDE TERRACE to be vacated by a separate document. 6. Site Benchmark: Top Nut Hydrant in the northeast quadrant of Ramsey Street and 7th Street. Elevation = 956.27 feet (NGVD 1929) VICINITY MAP- SEC.11, T.121, R.25 DATE REVISION I hereby certify that this survey, plan or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional L Surveyor under the laws of the State of esoto. Brian Person, PLS Date 09/21/22 Lic. No. 49138 DESIGNED BY: BP H a ka n so n Anderson Assoc. Inc. Civil Engineers and Land Surveyors 3601 Thurston Ave., Anoka, Minnesota 55303 763-427-5860 FAX 763-427-0520 www.haa—inc.com WIHA ADDITION PRELIMINARY PLAT FOR KINGHORN CONSTRUCTION CITY OF MONTICELLO, MINNESOTA SHEET OF SHEETS DRAWN BY: MSS DATE: 09/21/22 CHECKED BY: BP FILE N0. 3395.18 Sep 28, 2022 - 2: 07pm K:\cad-sury\Land Desktop 2008\3395.18\dwg\3395.18 Pre Plat.dwg WIHA r-, N W U �Q oCh mw �w 0 J J J a� 0 cz �< �a J KNOW ALL PERSONS BY THESE PRESENTS: That Will Hahn Corporation, a Minnesota Corporation under the SURVEYOR'S CERTIFICATE laws of the State of Minnesota, fee owner of the following described property situated in the County of Wright, State of Minnesota, to wit: I Brian Person do hereby certify that this plat was prepared by me or under my direct supervision-, that I am Lots 9, 10, 11, 12 and 13, Block 2, LAURING HILLSIDE TERRACE, Wright County, Minnesota. a duly Licensed Land Surveyor in the State of Minnesota; that this plat is a correct representation of the Has caused the some to be surveyed and platted as WIHA ADDITION, and does hereby dedicate to the public boundary survey; that all mathematical data and labels are correctly designated on this plat; that all for public use the drainage and utility easements as created by the plat. monuments depicted on this plat have been, or will be correctly set within one year; that all water boundaries and wet lands, as defined in Minnesota Statutes, Section 505.01, Subd. 3, as of the date of this certificate In witness whereof said Will Hahn Corporation, a Minnesota Corporation under the laws of the State of Minnesota, are shown and labeled on this plat; and all public ways are shown and labeled on this plat. has caused these presents to be signed by its proper officer this day of , 20 Dated this day of 20 80 co UD —' / -1� 80 �e -04 Ld ^0000 --J - z Z z — L L1J n / / L. <N L _ /LIJ LIJ Gam' 7 LIJ 00 \/) Li J /11A/r I-> t\ A/1N ITI r I \\ 'I, ��0� �1 z 1 I ' n L_\J VV L -I \ IVI\JI \1 1 1 L-L_L_\J 1 v N I/� �1 , \>L_>�> / /\I IT1T I / A �/LJ L_\J G� \v 1\ VOG I 1 N\J> Imo/ �/ I I I \\ I O oo I \\ —7T1 1 ^TI_)r—r—T North line of Lots 9, 10, 11,-\ 00 12 and 13, Block 21 \ LAURING HILLSIDE TERRACE ��I S64°16'07"E — — 706.05 - — — 135.00 — — — 135.00 — — — — — — — — — — — — — — 135.00 — — — — — — — — — — \ � �' � `�\ 215.93 - — — — — — �-- _ _ _ _ 135.00\ 166.05 \ r-, N W U �Q oCh mw �w 0 J J J a� 0 cz �< �a J KNOW ALL PERSONS BY THESE PRESENTS: That Will Hahn Corporation, a Minnesota Corporation under the SURVEYOR'S CERTIFICATE laws of the State of Minnesota, fee owner of the following described property situated in the County of Wright, State of Minnesota, to wit: I Brian Person do hereby certify that this plat was prepared by me or under my direct supervision-, that I am Lots 9, 10, 11, 12 and 13, Block 2, LAURING HILLSIDE TERRACE, Wright County, Minnesota. a duly Licensed Land Surveyor in the State of Minnesota; that this plat is a correct representation of the Has caused the some to be surveyed and platted as WIHA ADDITION, and does hereby dedicate to the public boundary survey; that all mathematical data and labels are correctly designated on this plat; that all for public use the drainage and utility easements as created by the plat. monuments depicted on this plat have been, or will be correctly set within one year; that all water boundaries and wet lands, as defined in Minnesota Statutes, Section 505.01, Subd. 3, as of the date of this certificate In witness whereof said Will Hahn Corporation, a Minnesota Corporation under the laws of the State of Minnesota, are shown and labeled on this plat; and all public ways are shown and labeled on this plat. has caused these presents to be signed by its proper officer this day of , 20 Dated this day of 20 G Will Hahn Corporation Signature as Printed Name Title STATE OF MINNESOTA COUNTY OF This instrument was acknowledged before me this day of 20 , by of Will Hahn Corporation, a Minnesota corporation under the laws of the State of Minnesota, on behalf of the corporation. Signature Printed Name Notary Public, My commission expires -7 I A I II I N I/ I III I ^ I17� F- T r- A F- L_/ -\UI \II N\7 FIIL_LLJL_ I L_I \I L- d p Co co UD rn `° Co �e -04 Ld ^0000 0 z Z z / I / I <N L _ I Gam' 7 <o 00 LOT1 \\ 'I, ��0� �1 z 1 I ' n \ I \ 1 G Will Hahn Corporation Signature as Printed Name Title STATE OF MINNESOTA COUNTY OF This instrument was acknowledged before me this day of 20 , by of Will Hahn Corporation, a Minnesota corporation under the laws of the State of Minnesota, on behalf of the corporation. Signature Printed Name Notary Public, My commission expires -7 I A I II I N I/ I III I ^ I17� F- T r- A F- L_/ -\UI \II N\7 FIIL_LLJL_ I L_I \I L- d p II Way line of I I North Int a, Na' 94 1 ' Interstate A40-00 I I 140.009a 2'32 'W9, 10, 11, 12TERRACE / h 7n °t Lots SoutRING HILLSIDE 1 �� Block I. 140.00 421 -71 3gB-07 I / L=15.91 R_ 5829 23C00==15 -91 C.6 °17' S1RG_N� 5 W O Denotes 1/2 inch by 14 inch iron monument set and marked with Minnesota License No. 49138. • Denotes found iron monument OO Denotes found MnDOT Right of Way monument. For the purposes of this plat the North line of Lots 9-13, Block 2, LAURING HILLSIDE TERRACE, is assumed to bear S64°16'07"E. NOTE: Drainage & Utility Easement Within Lots 9-13, Block 2, LAURING HILLSIDE TERRACE Vacated Per Document No. County, ICINITY MAP SEC.11, T.121, R.25 60 0 60 120 SCALE IN FEET 1 INCH = 60 FEET Brian Person, Licensed Land Surveyor Minnesota License No. 49138 STATE OF MINNESOTA COUNTY OF The foregoing Surveyor's Certificate was acknowledged before me this day of 20 by Brian Person, Land Surveyor, Minnesota License No. 49138. Signature Printed Name Notary Public, County, My commission expires CITY COUNCIL, CITY OF MONTICELLO, MINNESOTA This plat of WIHA ADDITION was approved and accepted by the City Council of Monticello, Minnesota at a regular meeting held this day of . 20 and said plat is in compliance with the provisions of Minnesota Statutes, Section 505.03, Subd. 2. B y: B y: Mayor City Clerk CITY OF MONTICELLO PLANNING COMMISSION Be it known that at a meeting held on this day of 20 , the Planning Commission of the City of Monticello, Minnesota, did hereby review and approve this plat of WIHA ADDITION. Chair Person Secretary WRIGHT COUNTY SURVEYOR I hereby certify that in accordance with Minnesota Statutes, Section 505.021, Subd. 11, this plat has been reviewed and approved this day of , 20 Wright County Surveyor WRIGHT COUNTY LAND RECORDS Pursuant to Minnesota Statutes, Section 505.021, Subd. 9, taxes payable for the year 20 on the land hereinbefore described have been paid. Also, pursuant to Minnesota Statutes, Section 272.12, there are no delinquent taxes and transfer entered this day of , 20 Wright County Land Records By: Deputy WRIGHT COUNTY RECORDER I hereby certify that this instrument was filed in the office of the County Recorder for record on this day of , 20 at o'clock M. and was duly recorded in Cabinet No. Sleeve as Document No. Wright County Recorder DRAINAGE AND UTILITY EASEMENTS ARE SHOWN THUS: I N---] 12 i r — — — J (NOT TO SCALE) Being 12.00 feet in width and adjoining all right of way lines unless otherwise shown on this plat and being 12.00 feet in width and adjoining all side and rear lot lines unless otherwise shown on this plat. ��Hakanson I11Anderson Co J rn `° Co �e -04 Ld ^0000 0 z Z z / I / W I 00 z 1 I ' n \ I \ 1 v I \v 1\ VOG I I I \\ I I \\ II Way line of I I North Int a, Na' 94 1 ' Interstate A40-00 I I 140.009a 2'32 'W9, 10, 11, 12TERRACE / h 7n °t Lots SoutRING HILLSIDE 1 �� Block I. 140.00 421 -71 3gB-07 I / L=15.91 R_ 5829 23C00==15 -91 C.6 °17' S1RG_N� 5 W O Denotes 1/2 inch by 14 inch iron monument set and marked with Minnesota License No. 49138. • Denotes found iron monument OO Denotes found MnDOT Right of Way monument. For the purposes of this plat the North line of Lots 9-13, Block 2, LAURING HILLSIDE TERRACE, is assumed to bear S64°16'07"E. NOTE: Drainage & Utility Easement Within Lots 9-13, Block 2, LAURING HILLSIDE TERRACE Vacated Per Document No. County, ICINITY MAP SEC.11, T.121, R.25 60 0 60 120 SCALE IN FEET 1 INCH = 60 FEET Brian Person, Licensed Land Surveyor Minnesota License No. 49138 STATE OF MINNESOTA COUNTY OF The foregoing Surveyor's Certificate was acknowledged before me this day of 20 by Brian Person, Land Surveyor, Minnesota License No. 49138. Signature Printed Name Notary Public, County, My commission expires CITY COUNCIL, CITY OF MONTICELLO, MINNESOTA This plat of WIHA ADDITION was approved and accepted by the City Council of Monticello, Minnesota at a regular meeting held this day of . 20 and said plat is in compliance with the provisions of Minnesota Statutes, Section 505.03, Subd. 2. B y: B y: Mayor City Clerk CITY OF MONTICELLO PLANNING COMMISSION Be it known that at a meeting held on this day of 20 , the Planning Commission of the City of Monticello, Minnesota, did hereby review and approve this plat of WIHA ADDITION. Chair Person Secretary WRIGHT COUNTY SURVEYOR I hereby certify that in accordance with Minnesota Statutes, Section 505.021, Subd. 11, this plat has been reviewed and approved this day of , 20 Wright County Surveyor WRIGHT COUNTY LAND RECORDS Pursuant to Minnesota Statutes, Section 505.021, Subd. 9, taxes payable for the year 20 on the land hereinbefore described have been paid. Also, pursuant to Minnesota Statutes, Section 272.12, there are no delinquent taxes and transfer entered this day of , 20 Wright County Land Records By: Deputy WRIGHT COUNTY RECORDER I hereby certify that this instrument was filed in the office of the County Recorder for record on this day of , 20 at o'clock M. and was duly recorded in Cabinet No. Sleeve as Document No. Wright County Recorder DRAINAGE AND UTILITY EASEMENTS ARE SHOWN THUS: I N---] 12 i r — — — J (NOT TO SCALE) Being 12.00 feet in width and adjoining all right of way lines unless otherwise shown on this plat and being 12.00 feet in width and adjoining all side and rear lot lines unless otherwise shown on this plat. ��Hakanson I11Anderson City Council Agenda: 11/28/2022 4A. Consideration of authorizing Oertel Architects to provide professional services for the construction of a new public works facility. Prepared by: Meeting Date: ❑ Consent Agenda Item City Engineer/Public Works Director 11/28/2022 ® Regular Agenda Item Reviewed by: Approved by: Finance Director, Community City Administrator Development Director ACTION REQUESTED Motion to authorize Oertel Architects to provide professional services for the New Public Works Facility project and to authorize the Mayor and City Administrator to negotiate a contract for services based on the scope and intent of the request for proposals. PREVIOUS COUNCIL ACTION November 8, 2021: Authorized the purchase of parcels 213-100-151400 and 213-100-153100 for a new public works facility. September 26, 2022: Authorized the solicitation of proposals for professional services for the New Public Works Facility project. REFERENCE AND BACKGROUND Ensuring the long-term facility needs for the public works department has been a consideration for more than a decade, and the City Council identified it as a priority project during the strategic planning session in 2021. The City's current public works facility is located at 909 Golf Course Road. It was originally constructed in 1975, and the most recent addition was added in 1995 for vehicle storage. The facility is showing its age with repair costs, and the configuration of the site limits expansion possibilities. A 2007 needs study recommended construction of a new facility at a new 20 -to -30 -acre location to allow adequate space for future expansion opportunities. In 2019 the assessment was updated to include more recent data and retained the recommendation to build a new facility. In addition, last summer the City completed an assessment confirming the existing facility would require a significant investment in repair and maintenance costs to remain a functional location. Meeting the site size requirements necessitated a site search in the community. Following the most recent review of two locations, the City Council authorized the purchase of approximately 70 -acres along School Boulevard with a portion of the property expected to be utilized for a new public works facility. City Council Agenda: 11/28/2022 Last September the City Council authorized a request for proposals (RFP) soliciting professional services related to architectural and engineering components for construction of the new facility, including site approval documents. This contract will also include assisting staff in developing a solicitation for a construction manager to assist with design and project delivery of the new facility. The RFP was posted on the City's website as well as the League of MN Cities website. In response, the City received nine proposals from firms interested in working on the project. City staff from public works, engineering, finance, community development, parks and recreation, and administration reviewed the proposals and recommended interviewing three firms. City Council conducted the interviews on November 16 and recommended the Oertel Architects team to be selected to complete the project. Budget Impact: The 2022 budget includes $500,000 to be used for this type of preliminary work prior to construction. The draft 2023 budget and CIP include $5,000,000, which will be financed from bond proceeds, for the work under this contract along with the beginning stages of construction. Additional bond proceeds will be issued in 2024 for the completion of the project. II. Staff Workload Impact: This is a significant project for the City of Monticello that will require staff participation from several departments, including those who will be operating out of the new facility and those responsible for assisting with annexation, site design, funding, etc. III. Comprehensive Plan Impact: The proposed project aligns with the Community Facilities and Infrastructure chapter of the Monticello 2040 Plan, highlighting the City's responsibility to invest in facilities that support efficiently providing essential services to the community. STAFF RECOMMENDED ACTION Staff recommends proceeding with authorizing Oertel Architects to provide professional services for this project. SUPPORTING DATA • None