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Planning Commission Agenda - 11/01/2022AGENDA REGULAR MEETING - MONTICELLO PLANNING COMMISSION Tuesday, November 1, 2022 - 6:00 p.m. Mississippi Room, Monticello Community Center Commissioners: Paul Konsor, Andrew Tapper, Eric Hagen and Teri Lehner Council Liaison: Charlotte Gabler Staff: Angela Schumann, Steve Grittman (NAC), Hayden Stensgard, and Ron Hackenmueller 1. General Business A. Call to Order B. Oath of Office Administration —Melissa Robeck C. Consideration of approving minutes a. Special Meeting Minutes —October 4, 2022 b. Regular Meeting Minutes —October 4, 2022 D. Citizen Comments E. Consideration of adding items to the agenda F. Consideration to approve agenda 2. Public Hearings A. Consideration of a Request for Preliminary and Final Plat of Wiha Addition, a Proposed Plat Located in the Industrial Business Campus (IBC) District Applicant: John Kinghorn 3. Regular Agenda A. Consideration of 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 B. Consideration of adopting Resolution PC-2022-050 finding that the Proposed Acquisition of Certain Land (PID: 155249001010) by the City of Monticello Economic Development Authority is Consistent with the City of Monticello Comprehensive Plan (Monticello 2040 Vision + Plan) C. Consideration of adopting Resolution 2022-051 finding that the disposal (sale) of a portion of Outlot B, Jefferson Commons (PID 155164000020) by the City of Monticello is consistent with the Monticello Comprehensive Plan (Monticello 2040 Vision + Plan). D. Consideration of Community Development Director's Report 4. Added Items 5. Adjournment MINUTES SPECIAL MEETING - MONTICELLO PLANNING COMMISSION Tuesday, October 4, 2022 - 5:00 p.m. Mississippi Room, Monticello Community Center Commissioners Present: Paul Konsor, Andrew Tapper, Eric Hagen and Teri Lehner Council Liaison Present: Charlotte Gabler Staff Present: Angela Schumann, Hayden Stensgard, and Ron Hackenmueller 1. Call to Order Chairperson Paul Konsor called the special meeting of the Monticello Planning Commission to order at 5:00 p.m. 2. Interview of Planning Commissioner Candidates and Recommendation of Candidate. The Planning Commission interviewed Melissa Robeck for the vacant Planning Commissioner position. The position was previously held by Alison Zimpfer who resigned from the board earlier this year. Any recommendation of a candidate would be forwarded to the City Council on October 10, 2022. When the vacant position is filled, the newly appointed commissioner will complete the remainder of the term that expires December 31, 2022. ERIC HAGEN MOVED TO RECOMMEND THE APPOINTMENT OF MELISSA ROBECK TO THE MONTICELLO PLANNING COMMISSION. ANDREW TAPPER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 4-0. 3. Added Items None 4. Adjournment PAUL KONSOR MOVED TO ADJOURN THE SPECIAL MEETING OF THE MONTICELLO PLANNING COMMISSION. TERI LEHNER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 4-0. MEETING ADJOURNED AT 5:48 P.M. MINUTES REGULAR MEETING - MONTICELLO PLANNING COMMISSION Tuesday, October 4, 2022 - 6:00 p.m. Mississippi Room, Monticello Community Center Commissioners Present: Paul Konsor, Andrew Tapper, Eric Hagen and Teri Lehner Council Liaison Present: Charlotte Gabler Staff Present: Angela Schumann, Steve Grittman (NAC), Hayden Stensgard, and Ron Hackenmueller 1. General Business A. Call to Order Chairperson Paul Konsor called the regular meeting of the Monticello Planning Commission to order at 6:00 p.m. B. Consideration of aaarovine minutes a. Regular Meeting Minutes —September 6, 2022 TERI LEHNER MOVED TO APPROVE THE REGULAR MEETING MINUTES FROM SEPTEMBER 6, 2022. PAUL KONSOR SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 4-0. b. Special Meeting Minutes —September 20, 2022 ANDREW TAPPER MOVED TO APPROVE THE SPECIAL MEETING MINUTES FROM SEPTEMBER 20, 2022. PAUL KONSOR SECONDED THE MOTION. MOTION APPROVED UNANIMOUSLY, 4-0. C. Citizen Comments NOW D. Consideration of adding items to the agenda Chairperson Paul Konsor added an item to the regular agenda, 3B, regarding the current vacant position on the Planning Commission. E. Consideration to approve agenda PAUL KONSOR MOVED TO APPROVE THE OCTOBER 4, 2022 REGULAR MEETING AGENDA WITH THE ADDED ITEM TO THE REGULAR AGENDA NOTED ABOVE. ANDREW TAPPER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 4-0. 2. Public Hearings A. Consideration of an Amendment to the Monticello Zonine Ordinance Related to Industrial Zoning Districts Applicant: City of Monticello Community Development Director Angela Schumann provided an overview of the agenda item to the Planning Commission and the public. The amendments proposed in this agenda item are a piece of an overall transition plan addressing changes at the Monticello Nuclear Generating Plant. The relationship of the two stems from the need for the remaining industrial land within the City of Monticello to be utilized for economic development uses which support replacing tax base and employment that the generating plant currently accounts for in Monticello. These amendments are an effort to maximize employment and tax base capabilities of the limited available industrial land within Monticello. Ms. Schumann noted that the Monticello Industrial & Economic Development Committee (IEDC) had the opportunity to review the amendments of discussion at their regular meeting on September 27, 2022. Questions were raised regarding building materials and certain uses. That discussion was included in the agenda packet for the Planning Commissioners to review. No amendments or changes were requested by the IEDC. City Planner Steve Grittman walked the Planning Commission and the public through the proposed ordinance amendments. These proposed amendments can be viewed within the Planning Commission agenda on the City of Monticello website. Councilmember Charlotte Gabler asked if the proposed changes to the Towing & Wrecker Service use would apply to a vehicle dealership that also does this. Mr. Grittman clarified that it would not apply as that would be an accessory use on a dealership site. Mr. Konsor asked what prompt these proposed amendments. Mr. Grittman said that some of the proposed amendments have accumulated overtime from experiences with industrial developers seeking clarification on specific items related to site design. Others stemmed from discussion had at Planning Commission and City Council meetings and noting clarifying pieces that had continued to arise when reviewing industrial developments. Mr. Hagen said that it is important to maintain relevant code language related Monticello's current state, and at the moment it is preparing for the replacement of the nuclear generating plant's tax base. Mr. Konsor asked if the amendments proposed have the potential to negatively affect industrial development in Monticello by increasing the requirements of the development and performance standards. Ms. Gabler noted that developers can still ask for flexibilities in this area by way of Planned Unit Development. If the standards set by this proposed amendment are too difficult to accomplish, the Planned Unit Development route can accommodate. Mr. Hagen believed that the amendments proposed provide a good balance to allow economically sustainable uses, while at the same time, developing high quality sites. Ms. Schumann added that the proposed amendments are not mainly for aesthetic purposes. They are intended to maximize the use of available industrial land within the current city limits. In addition, the development of new industrial land in Monticello requires the extension and maintenance of costly municipal services and transportation networks. With these proposed amendments, the cost to extend utilities are accompanied by a use that produces strong economic return. Mr. Tapper asked why the Warehousing & Distribution use is connected with Truck & Freight Terminal. Mr. Grittman explained that the intention was to distinguish between those uses which are related more closely to freight distribution rather than warehousing of goods. Mr. Konsor opened the public hearing portion of the agenda item. Hearing no comment, Mr. Konsor closed the public hearing portion of the agenda item. TERI LEHNER MOVED TO ADOPT RESOLUTION PC-2022-48, RECOMMENDING APPROVAL OF THE AMENDMENTS TO THE MONTICELLO ZONING ORDINANCE RELATED TO INDUSTRIAL ZONING DISTRICTS AS PROPOSED. ANDREW TAPPER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 4-0. B. Consideration of an Amendment to an Interim Use Permit for Extraction/Excavation Materials in a B-3 and B-4 Districts (Pointes at Cedar). Applicant: City of Monticello Ms. Schumann informed the Planning Commission and the public that the agenda item was noticed for public hearing for an extension of the Interim Use Permit at this location. In preparing for the item, it was noted that a prior amendment had extended the IUP until December 31, 2024. Therefore, the item did not need action at his time. Mr. Konsor opened the public hearing portion of the agenda item. Hearing no comment, Mr. Konsor closed the public hearing portion of the agenda item. No action was taken on the item. 3. Regular Agenda A. Consideration of Community Development Director's Report Ms. Schumann provided an overview of the agenda item to the Planning Commission and the public. Mr. Konsor asked for clarification on the Block 52 redevelopment process and if the list of items to be preserved for future use were provided to the City. Ms. Schumann confirmed that a list was included in the demolition permit and that the group doing the demolition have provided all items to the City. B. UDdate on Plannine Commission Position Vaca Mr. Konsor provided an update on the current open position on the Planning Commission. Interviews were conducted at a special meeting held prior to the regular meeting on October 4, 2022. At the special meeting, a motion was made to provide a recommendation for a candidate to the City Council for final review and approval. 4. Added Items None 5. Adjournment ANDREW TAPPER MOVED TO ADJOURN THE REGULAR MEETING OF THE MONTICELLO PLANNING COMMISSION. PAUL KONSOR SECONDED THE MOTION. MOTION CARRIED 4- 0. MEETING ADJOURNED AT 7:14 P.M. Planning Commission Agenda — 11/01/2022 2A. Public Hearing - Consideration of a Request for Preliminary Plat and Final Plat Approval of Wiha Addition, a Proposed Plat Located in the Industrial Business Campus (IBC) District. Applicant: Kinghorn Construction, o/b/o Wiha Tools. Prepared by: Northwest Associated Meeting Date: Council Date (pending Consultants (NAC) Commission action): 11/01/2022 11/28/2022 Additional Analysis by: Community Development Director ALTERNATIVE ACTIONS Decision 1: Consideration of a request for a Preliminary Plat and Final Plat. 1. Motion to adopt Resolution No. PC-2022-049 recommending approval of the Preliminary and Final Plat of Wiha Addition, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2022-049 recommending approval of the Preliminary and Final Plat of the Wiha Addition, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2022-049. 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: EC — Employment Campus Zoning Designation: IBC — Industrial and Business Campus 1 Planning Commission Agenda — 11/01/2022 Overlays/Environmental Regulations Applicable: Current Site Uses: Surrounding Land Uses: Project Description: ANALYSIS: 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 5 separate parcels into a single parcel of approximately 12.9 acres in area, with just over 700 feet of frontage on West 7t" Street. Both dimensions are far above the minimum standards of the IBC District, which are just 8,000 square feet (1/5t" 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 have been petitioned to be vacated as part of a separate City Council consideration. Access and Public Utilities. The subject lot gains access from 7t" Steet, a collector street suitable to serve this site without additional improvement at this time. Utility services also come from 7t" Street and are detailed on the civil plans for the project. Stormwater management plans have been provided by the applicant and civil plans detail stormwater facilities on the east side of the parcel. 2 Planning Commission Agenda — 11/01/2022 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. As such, 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 151 phase toward 71" 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 7t" Street. Each has been designed to match public street access points on the north side of 71" Street at Wright and Ramsey Streets. Because 71" 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 would also recommend 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); Planning Commission Agenda — 11/01/2022 (c) All loading and service areas shall be screened and landscaped from abutting and surrounding residential uses and public rights of way; 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. 4 Planning Commission Agenda — 11/01/2022 STAFF RECOMMENDED ACTION Staff recommends approval of the Preliminary Plat (and Final Plat) 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 PC-2022-049 B. Aerial Site Image C. Applicant Narrative D. Certificate of Survey E. Preliminary Plat F. Draft Final Plat G. 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 H. Landscape Plan I. Building Elevations and Floor Plans J. Stormwater Management Plan K. Stormwater Pollution Prevention Plan L. City Engineer's Letter, dated October 28t", 2022 M. Fire Code Letter, dated October 271", 2022 N. Monticello Zoning Ordinance, Excerpt Z. Conditions of Approval 5 Planning Commission Agenda — 11/01/2022 EXHIBIT Z Conditions of Approval Preliminary Plat 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. 4. Compliance with the terms of the City's Engineering Staff letter dated October 281h, 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. Comments and recommendations of other Staff and Planning Commission. 0 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 111, 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 71h 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 271h, 2022. 6. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 15t day of November, 2022 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION Paul Konsor, Chair Angela Schumann, Community Development Director Kinahorn CONSTRUCTION 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 7t" 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. LiJ G G G I \.L 1 14\J. 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INTERVAL) • = DENOTES FOUND IRON MONUMENT O = DENOTES FOUND CAST IRON MONUMENT O = DENOTES SET IRON MONUMENT )�( = DENOTES LIGHT POLE kill = 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. VICINITY AP SEC.11, T.121, R.25 GOPHER STATE ONE ) CALL CALL BffOFE YOU DIG EB44E4= • M&1&WMMf • 0r&dw61N www'6PMrWNWurdU" N N 00 0) 0 II IZ cn a_ rn M m m o r) m M m � m � o Z Li w W Of O Q 0 Q 0 o 0 m a cn o� z O U) W w Q 0 L N N N O E c L 3 _ N Q-o ° O 0 O E >o°�° o -cn.s Cn ��_� r °� L T" J ° 040 o can cna) is>o- c zo U 0 aCL O U) Q) � 3 � a) 3 a , L L m ° U C — U J a� CL N -C ° J O O 0 0 �o /1 V ) ,w v, ON ` °O 0 C In C N�co E -0 r- o J O Q U C LL .� ° ° O 3 N j0 3 cQ103 LO oo w I r — U U-� PO o^ w w �--I Cd E 4-4 O F zo C\2 A z� � � o z cd w Z [� Q 4-) N F+i U � O a U� •O V 1 —4 ) Vl O i4 O � � • �••� O •+ -) �^"l1 bJ W J� • J U Z Z 0 w 0 Z Q z 0 V) z Y Q N N O N 0 — PID:155-029-001060 Wrigley Holding Cc LLC PID:155-099-001030 Wendy J Pillatzki \ I � \ �D:15 001040 \ CC & Diane Diane C \ Herbs r `.l \PLID- 155-099-001050ayton Zimmerma \ PID:155-099-001060 Lowell G Mortensen \ —7 / I \ M 5-099-001070ody 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 J Li I r1 171 PID:155-015-043060 Robert D & Marjorie L Schumacher PID:155-047-000020 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:155-047-000010 / (i ) Franconia I L� I > Associates LLC PID:155-047-000030 PI 55-029-000011 j Franconia Associates LLC Franconia nI Associates--T-LLC I 1 T — � 00/ I L _ �/ 80 /-\ �ID:155-029ciates 00 I— Benchmark) IFranconia Associote_r�C coo �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 r- I I n IVI \J IN 1 PID:155-015-042010 Bluffs in Monticello LLC a G 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 Business Campus Proposed Use: Industrial Road Mileage: 0 LF or 0.00 Miles Street Lighting as required Proposed Utilities: Sewer: City 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 D » DRAINAGE AND UTILITY -- » D » 7O6°05 D > >> >>>' >> >> >> > D EASEMENTS ARE SHOWN THUS: — — — — — — N 956_—_— —_ — — — - _ - % T—/ I TI I — 957 — — — _ _ T — — — — — — - _ — — — — 1- — _ _ _ _ f-1 2 -940__J Edge of field r/ff=�r-�i III J to 4 lz� / 1 Q� b I I I s1 Q0w -�� i Iiiiii I I I \\ I I { / �� o / \ 1\11 I I I / ,� I (NOT TO SCALE) p" , I I I II\\\I I 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. 7N/\N I^TL)I I TIk1N I �\ ° N, 1 \9./ Q / \ I ,,'C� \\\\ \ r <a�, � I A 0 I PID:155-050-001010 �� o \ \ Bluffs in Monticello LLC I I � I 1 I I I I I I `F, I/ `•� ,,Z � I I I I I I\\ �� > 1 -\ I �- a)� I N I / l l I I I I, I I� r- _ I_) . i) A IF1 I L_ L_ i Imo; I v L_ 1 1 \ I.I II ,L_ 1 \ \\\1/-\ I V / 1 I/ j I a I I I III III I I I \I I\ 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 // , 0 ,, 1 1 1 1 1 1 1 I\ ��o, \_/ U I LI I I I I I I l 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 rn°' -1 1 Bluffs in Monticello LLC I I I ; I I b T I LwII I I/ / / !/ / I I►III III I I III I I IIIII IIIII IIIIIIIIlII I l /fI / \\ \ R \\\ I I I I n I�lI�ff5IToIo �N�0I �LLLJI Bus n MMonticello aQ � ��oQ Edge of field-__ > o o W °o M I o Q� � > Q)~ Q o ao J / / LJ Zr) / PID:155-029-002070 I I I I �I W J o I �J W J° I w o I L J" I I / I / I i 1 rn rn rn rn aowa, i rn v� gq2 \ \ 1 Monticello TrainingI J `� I -J " I I TJ I I I I I 1 1 III 1 / Center LLC I II I Z I I I I III I 11 II I L-----'' '\ I 11 IIIII / I `, ,�' I I I I z z / I I I/ I I r- w 1--I -- / \\ I 1\� \\\ \ I I I D III � D I I I -d E I ,< / I I I I II �I I / ` I I �I X1\ ' 1�k \\ \ \ � J IIn II I I oa I �g n o I 11 1 V�a� I I I o I I o I I I 0 I I V I/ II I� I I I // // / ,� I I I I Nw o� I I o� III ° ° I o a I I N 1 I / / / �� // \ oM0 MM 1 I I cI I a a I o I Q /I II ;� / I I / / / // I / ��'\ / / 0,°0 \\\\ \ \ \ \ a a'n '�PID:155-050-001030 a I I Q I I I a / I I II I I I I / // / �o o // //\\\\ \\ o III i / 0 0' IY °\ I I I / /Bluffs in Monticello LLCI sy n 9 0)w 4�\o �0 PID 5050ri e01040II Bs n MonticellolC�g0 4 M N °= o oQ950 rnrn m cZ w I I I ICJ 0( \ \ \ Ii IIII I II1 IaI�I / / / / /\9�9`•-\\\I \\_L�X�-\\_1�- - -R5_B_29 .5�_ 8 5.g1 CHO_15 .91 Edge of field 954 0°09'23°17 51"W C BR�N75 ,a a"lboard Abo` __— 953 '-^j% - \ I I I \ \ I\ II \ — \ I I % ) 9, /, Sound Wall � I II Ii IIII 1 / III IIII NInotrethrr1ght No, i I /71 1—\ \ ' -_/ 954 -955 of Way -Concrete flItar 9 ighWay Chainlinl� F-99552Ed a of Gravel Shoulder state nc-= — — _ � g5954-- I 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 C� = 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 NOTES: I I I I III ___--- �960 981•� —�__/_,,— I`--_--==956 N75°2�32 W' 1p 11, 12 andpCE' 953��= —' I Tan n 1. In providing this survey no attempt has been made to obtain or show data concerning g5-7 of Lots 9, HILtSIDE — _ = — _ - 954 existence, size, depth, condition, capacity or location of any utility existing on the site, - g55 South 11ne 2 LAURING whether private, municipal or public owned. 954' Block-- --- -- \ — _ 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. 1956i—� --- _955—�' �1� J1`\fi — _ - s5� Chainlink Fence — — _ _ — — gg4 _ _ _ _ _ — — _ _ — I n \ v� , 3. The underground utilities shown have been located from field survey information and record X� 958 954 — — — _ _ 11 /�� I-� I plans. The surveyor makes no guarantees that the underground utilities shown comprise all —_ �—-955��-- 957 — — =_ _— _ _ T T — _ _ _— — — _ = -g56 - T n T �_ r 7� � � such utilities in the area, either in service or abandoned. The surveyor further does not --956— — — — — 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 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 Cl/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 NO. 3395.18 Sep 28, 2022 - 2: o7pm K:\cad-surv\Land Desktop 2008\3395.18\dwg\3395.18 Pre Plat.dwg WIHA 80 —' / -1� 80 v - — L L1J n / / L. /LIJ LIJ LIJ \/) Li J /11A/r I-> t\ A/1N ITI r I L_\J VV L—I \ IVI\JI \1 1 1 L—L_L_\J N I/� �1 , \>L_>�> / /\I IT1T I / A �/LJ L_\J G� I 1 N\J> Imo/ �/ O oo —7T1 1 ^TI_)F—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 �< ca 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 co UD I 011 L _ I Gam' 7 <o LOT1 \\ 'I, ��0� �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— LFIIL_LLJL_ I L_I \I L- d p 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 \\ I I Way line of I I North r'ghtH�ghWaY Na' 94 1 ' Interstate A 40.00 I I 140.00 9a 2 32'W9, 10, 11, 12TERRACE / h 7n °t Lots SoutRING HILLSIDE 1 �� Block I. 140.00 421.71 3BB-07 I / L=15.91 R 5829. 9 23 HO— C C.g°17' S1RG_N7 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 GOVERNING SPECIFICATIONS w J I LO i CD 0 WIHA TOOL SITE DEVELOPMENT PLANS FOR KINGHORN CONSTRUCTION IN THE CITY OF MONTICELLO 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� NTH $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 Cl/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 w 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 » >> >> » 0 0 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 CATEGORY45 2575 & 3885 N/A 577 SQYD 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 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 BASIN 1002 03 NO SCALE x POLYESTER SLEEVE MANHOLE COVER ASSEMBLY a•. 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 Do w CD �00 I Ln N � NO � N Ld o Q (D C.. ra 4" MIN. 4" L CURB INLET FRAME AND CURB BOX NEENAH NO. R-3067-V 4" CONCRETE COLLAR INSTALL INFRA SHIELD (OR APPROVED EQUAL) EXTERNAL CHIMNEY SEAL ADJUSTING RINGS —� 4" MIN - 12" MAX / ENCASE IN CONCRETE +l/ COLLAR USE CONCRETE CURB MIX FOR COLLAR A _j 35 1/4 ' 43" PLAN ALL STORM SEWER CASTING ELEVATIONS SHOWN ON THE PLANS HAVE BEEN DEPRESSED 0.10' BELOW GUTTER ELEVATION (SEE DETAIL 5003) 6" 4" CONCREIE COLLAR NOTES: SECTION A —A POUR A 3" TO 4" CONCRETE COLLAR AROUND RINGS EXTENDING FROM THE CASTING TO THE PRECAST SECTION CATCH BASINS LOCATED IN DRIVEWAYS SHALL BE TYPE MnDOT DESIGN H. THE CASTING SHALL BE NEENAH R-3508-A2. 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 t� 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 w *48" TYP > *DIMENSION VARI BASED ON STRUC DIAMETER A 35-1 /4" 1 43" 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. I Standard Plate Library City of Monticello 41 as o h D: m m Z O O 1= Fr W ¢ U1 W J F W O W 0 m t 00w N75O a �Qu D L Z U Q Q S � �nQw K � K z' ¢7 . >Lo 5 N w z CIO p KU' WfU lrhnrnrr<o+n�uOD01-tOgttg0?od. nl N nld,+n I 10 I OD O M Jn rl� 00 N N N Mic0 MI CD 1 inF_ IL Ir N CL W CL (OM p p d U cDi00� dInr- 1 N M I ON+O �17 OO N OD cOI 10 �+O N M q CN s7 M V OOO Cn �t - t to aO CV I N IO'+ o MI€, U�� Nro N i['Y N'M O1D�N in t0 COO maoN1�OM M t0 N N 0 > - H- p K c0 UI +n d dtn'D I O TIM Of W'iM N1d 1O r I-: 0M'I�[V NINN +D d M 'ItO €� 004' M d IR to I d =5Kp O ~ W Z -.f.D } .- d OD MCn N NIM d d W7Ln ao In1(O d O>I+n O CA"� 1n n O O In O o0 N I I! In II Ln 5 01 I p ¢ Qd K VIN � O?1+0;0 N MId.I �- 001 In iZLL CAIM lO OD OlcO -Irl0 OD'aD � O O to j€N rl I �-10 N;do � +77 d 0CL Z N T[� in100 dl�'O NIN M COIN Mid gldlo d �.O O tD NI dl0 f�100i01 __- ---_- _L L[J!_ Title: Catch Basin _ Manhole Date: Plate No 03-05 4 Revised: 03-1 7 Ln I 003 U 0_ N Z W O IW i W I w p O W M U ~ ° N 0 a 0 K ¢ O W K _- o¢ z o a cD 00 wK ¢ o �w m D_ Z g F Z O ¢ ¢ > w-j w� N O D c U U P U O W= CID X O �r y NI A,p �¢ J Z = KK W W OZ L ..�[ F r UO I W I- K p O - Z 0 aWa la7 af = V)W U O W m Q a �a K w� O h � 0- I INwZ > n O W _-nN�tD pK <LU %-107O In m CnN 000I+M aq N�O�4+n OOI NM OD MMdu71 -0: in 6�0�� I Z M II f Q of z 7 O I4 =a F- ¢ D_K N W IV p I r p W 10 W Z JO p Y00No. L60i YlN NM riles i�l� in O� dtG tom N �O No QD 1p ro NIM 0 OI Nm MAN O d: d0l l0 �0000 .o00 to I.t"ICn �3� 101f00�In ao CD �O 00 IR 4 ¢ '> r p�� U � NIN N M I Ld O O 0 F=- ¢ p %' 41W U Of 00 0; N14 Mi�0101 W I,Itn N1 N'N (A`N I_ COIN MIIn ODIC N 0 In M Cn M 01I 0 NI W. XI i O m I- I - + K I � { � Q-' I Q =tn =SM{Ip in d O - p�W� ca >-'00 O'er iN 4 I -100 tnjcO 1 M CN OD C11I� In N cD I��NNNM:M 00 O [V c0'cDINI OI I vi 0' 11 En r I> W lOfM 00 n 00 Ott1 M;tO n00;M4K1OMM W M CV t�0' 4� I I� o 0 I � !=1 II 1 ^,I^ N1 PNOdd dc0 I� III II C- z p ¢ W oa-. �K ? NN I� M f � ln lWn mIn � M O_Ir N M1[I I�._..—_ Standard Plate Library City of Monticello Title: Riprap Detail Date: 03-05 -Revised: 03_ 15 !n N W Z Y U W Ui N Z N5 a EL o_ p W Ka O � N Ld z W za WW �m W O� J ci •j i3 w 0 z Plate No. 4009 I i T L 6" MAX TRANSVERSE & LONGITUDINAL BARS 5/8 " FOR 18" TO 27" APRONS 3/4 " FOR 30" & LARGER APRONS. -- -- J 6" At 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 Anderson 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 TAE CHECKED BY: 763-427-5860 FAX 763-427-0520 C 12 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 6 I LO N � DATE N w -- ,2 � (D COI, POURED INTEGRALLY WITH CURB JOINTSJ!v!� JOINTS L— __ B618 CONCRETE CURB AND GUTTER a a 7" MIN. d �_... WIDTH VARIES SECTION B—B PLAN VARIABI - ' I/4 PER FT� 3/4 "/FT. 4_ ___ -- 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 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 NOTE: WHEN MORE THAN I BI❑R❑LL/C❑MP❑ST LOG IS NEEDED, OVERLAP ENDS A MINIMUM OF 6' AND STAKE BIOROLL STAKING DETAIL Standard Plate Library City of Monticello REVISION qT O - 10' EMBEDMENT DEPTH ENTRENCH A MINIMUM OF 2" Title: Bio Log Staking Straw or Wood Bio Roll )ate: 03 _ 08 — Plate No. Revised: 6 0 0 9 03-15 j I CONTRACTION JOINTS i I 3 2% MAXIMUM Opv, 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: 0 3 —1 7 1.15 STAPLES PEP. SO. YD. 3A 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 6'(15cm) 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: 0 3 — 0 8 Plate No. w6011 Revised: n � , c Gravel pad(s) MnDOT Class CA--15 or CA-25 Riprop 0,,14A;_ Geotextile f(,-. NOTES: Channelize runoff to sediment trapping device I Q I d o C� z x w I I Match Existing I Grade Original grade SECTION B-B (not to scale) smqF1111111-r_�wsrea�r� (not to scale) Sediment Trapping Device 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 Original grade O U Title: Commercial Gravel Construction Entrance Date: 0 6 —14 Plate No. Revised: 0 3 —15 6002 EXISTING CURB OVERFLOW IS Y2 OF THE CURB BOX HEIGHT PI 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—VO 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: 0 3 —15 6004 DETAILS SHEET C6 WIHA TOOL OF C12 CITY OF MONTICELLO, MINNESOTA SHEETS 3395.18 I—' - . - - pl III P-BUR LEGEND � Fn-[I 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 '.•\ -.- -J, G O G — G N/� G y G G �_- CB G G G —=';G•... .. ..� -- - G °? L�: G G _ --- -- _ =' ��______-- --====--- ----==------ -- _--_==__--- _= _- __==-------�`- -- = 44.32 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 / CBSAN MH N INV(NE)=940.67 CLEAR AND GRUB TREES 8" PVC N/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 - � � � 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 1- -..RCP 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 / ,/ --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)=947.67CASTING \ I I lGENERAL NOTES: • � `\9 — — — — STM/MH RIM=953.28 1 . CONTRACTOR SHALL PREPARE A TRAFFIC CONTROL PLAN FOR THE INV(NE)=946.58 I / / / I I I \\11 I I 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 1 \ \ \ I \ \\ CONTRACTOR SHALL NOTIFY THE CITY OF MONTICELLO AND THE ♦ / / ,� \ \ / ♦ I b 771 I \ AFFECTED PROPERTY OWNERS A MINIMUM OF THREE DAYS PRIOR I \\ // ■ / / ♦ 1\ T I 11\ \\ II TO SHUTTING OF THE WATER TO ANY PROPERTIES. I / I / ■ �s� / �vS // / / \ ♦ \ I 11\\ \ `� �\ REFERENCE NOTES: SEE SHEET C2 FOR THE TREE INVENTORY TABULATION. ■ \ \ / \ / \ / / �� 770 / / \ \\ 1 1 \ \\ \ \ \ \ \ v4 \0 \ 76901 1 \\ \\ \ \ \ \ ol As I 11 11 I SB-1 \\ I/ / �' \ \ \ 1\ // // // �N / \\ / 768\\\\\ \\ \\ ■ T I I I I I \\ I / / � \\ \ / / l /� /l \ \ I 1 767 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 \ � // � 766I I I I � I 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\ \ 1 \ 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 � � // // 1 � I 11 \I � I � I I � / / `, �' I � I � I \ � ��\\� II I ■ / / / I %I / / / I I 1 I I I I I I / / / I ob I I d 1773 \ \ 774 \� 1 I / / I I ■ I I I I / I I q' � \ \ 4 �l /l j I // / / I I ■ II I I I I I / ■ I j `� I I I I I \\ \ \ \\\ 11 11 1 �4 I �� 775 \\ 1 / / ► / / / I I I I I / / / / I I I I 1 I �r 7 \ \\ I I �IIIT I \ 1\ 1 ■ I I I / / I I I I I I I I / / � I I I I I I I \\ I\ \ ■ I I I �/ / / I j I I I I I I I � / / ■ �' I\ 1 IIIII N �� \ 1 II 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 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 �IIII I I I I ■ / // I j I j j I I ■ I\ / / / / 9'� / /� \\ \\ \ T�I SB-3 I 1 / I I I I Ln ■ / // / \\ \ \\ I i / / 1000 / / // // \\\\ �\ \ \ �q \\ Z \ I I VN I I I I I I I ■ \ \ \ I I I I I I \ / / / / / I �/ / / / // �__��\� \ \ \ I I I /I I I ■ \ \ \I ;0 I I II I I \ / / // // / I j / // \��\ I I I I I \ \ 014 Ln ■ I / T ■ I I I I / / 778 / / \ \� \ j I �, / L0 I ■ I I I I I I 1 I I ■/ // // // I I I I ^ �7 I I I `" I I I I 1 I1oo11_i // / I II �, V I I II 1 I I II II I / I / // // / 40 / \ y I/ � � /// / � �-guR ■ I I I / / � 1 ■ I I I I / / I `D 1 I I 1 1 \ I ♦/ 1\ I I I I/ / ��/ \\\\ \\\ / I I / / I ♦ S B— 5 `� 1 1 I I I \ \ I \ ♦\ I\ �, \ 1 I I �� P-gy \ \\ \ S B — 4 / / I ♦ \ 1 1 1 I II \ \ ■ ■\ \ \ \ Q \\-gu \ ` �— — J 953-1�cr`�' \\ \ CD - (n ■ /� P-BUR P-BUR, _ _ w ■ \ // / I / �" \ \\ \ \ \ \ 1 \ BUR \� P �°� / / %' /' / — — — — �55— — 00 � I I I / \\-J P_gUR ��• / co 950—i — j ■ � I 1 // P-gUR _ ��/ � / — n — / _ / / / / / / 4 n = I 1 // _gUR �/ � —// // // _-- �5 �I — �_�6 <---___ �. ■ / W \ /—J / ----- -----_957— W \ c / BUR _-- 5 -- z \ 5�------ ---- z p_gUR -- _ii' =— --- 54 OW p_gUR----_--- —�__— _ N I'9 DATE REVISION I hereb certif that this Ian s ecification or no ort was DESIGNED BY 40 0 40 80 SCALE IN FEET �' y y p EXISTING TOPOGRAPHY No / prepared by me or under my direct supervision and that I TAE Hakanson Anderson N L-I 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 � > TAE 3601 Thurston Ave., Anoka, Minnesota 55303 Q IIMUIHY A. F. E.cNECKED BY: 763-427-5860 FAX 763-427-0520 C Date 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 --,-�� —,> >V SEE NOTEfrI bul 0 I // II �y v CONSTRUCT/ CONC�ETE\ FLUME/ PER 3(TYP E) ■ I 1 / \ I 1 I I It 11 1 Ito T I I I ■ I toLb I I I I i ■ I I In I �' Ie ■ I I I � � � ■ 1 I I I �' / 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 � R 70 B612 CONCRETE CURB AND GUTTER PER MN/DOT STANDARD o PLATE 7100 (TYP.) z f70 Q J D- 0 I i tl�BUK _ r —buK — P� � =— —=-G SEE NOTE 6 . . ° 7TH STREET 5�" II � ■� �95 R1 I V i All A 1 1�1 r'I i R5C w ■ ��—�J57—� A / z E0 ■ � z — P= o — r; 00 1 N DATE REVISION N LLJ o Cn �i S 5 ky �BU — p_B„R P UR GENERAL NOTES: -f I P— l / / P—B -_-.T�•: `0 __ _ __ ITECTURAL PLANS. _ c,F.-.... c _ c ,.—�.°r_ c _ G _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 ' \ \ \' ' �' ' do-'' 4. SEE SHEET C12 FOR THE PAVING AND RESTORATION PLAN. SE �,� SEE CONSTRUCTION SEE � / / / / / NOTE 7 __ NOTE © ---9 - ENTRANCE ®s�NOTE 07 �h p,`'' `� / / / / �,�°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 _ �:. \ _--°---- ° F0"a cR 0 _Bc - - SITE TEMPORARILY OR PERMANENTLY CEASES. TEMPORARY SEEDING AND _ - ` - - - _--- ----- 5 �' �tZ �� ' 3� MULCHING MATERIALS AND APPLICATION RATES ARE TABULATED ON --- --- --- - --S 4— ——�55--954= 54 SHEET C2. 6. CONTRACTOR SHALL DETERMINE A LOCATION FOR CONCRETE AND OTHER \ S) � �_ � ,.�, �, N 5 1 / I / / / / / ��, /� WASHOUT WASTE. A SIGN SHALL BE INSTALLED ADJACENT TO EACH _ WASHOUT FACILITY THAT REQUIRES SITE PERSONNEL TO UTILIZE THE \ ■ 9S8 9S '�4� _ PROPER FACILITIES FOR DISPOSAL OF CONCRETE AND OTHER WASTES. \ 5 5 / 1 I I III I / / / / _ _ _ 4 / I \III / / / / / 7. STREET SWEEPING MUST BE PERFORMED DAILY IF SEDIMENT IS TRACKED — 95 — 48 47 s / I \\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 I SANDY LOAM. SEE THE REPORT OF GEOTECHNICAL EXPLORATION .c'� II II 1 II\\\\\\\ I II GEOTEXTILE FILTER 10 PREPARED BY AMERICAN ENGINEERING TESTING, INC. FOR ADDITIONAL INFORMATION. �\1 b \\\\\\ I 9. CONTRACTOR SHALL PREPARE A TRAFFIC CONTROL PLAN FOR THE WORK ■ / s 9�' I\\ \ I IN 7TH STREET. PLAN SHALL BE SUBMITTED TO THE CITY OF ■ // / \ I I16\ \I MONTICELLO A MINIMUM OF 7 DAYS PRIOR TO CONSTRUCTION. \ �1 \`�1 \ \ \ BASIN 2 10. CONCRETE CURB IN 7TH STREET SHALL BE B618 PER MN/DOT BOTTOM=943.0 STANDARD PLATE 7100. OUTLET=943.0 REFERENCE NOTES: cb\ \ I I \\\\\� \100-YR HWL=947.3 RIPRAP SHALL BE HAND PLACED PER CITY PLATE NO. 4009. / \\� ■ / ,_.' u7 \ I / • �� CONSTRUCT INFILTRATION BASIN PER 1 . CONTRACTOR SHALL MAKE 5� ° \ ,n � / \\ \ \\ C 2 FUTURE I/ /� � � a o I II I\\\ \ FINISHED FLOOR I LO ■ �' I I I \\\\ SOIL CORRECTIONS AS NECESSARY IN ORDER TO ACHIEVE AND ELEVATION FLOOR I // _ / I I II I I \\\\\ INFILTRATION RATE BETWEEN 0.45 AND 8.3 INCHES PER HOUR. A I I \ \ I \\ DOUBLE RING INFILTROMETER TEST SHALL BE COMPLETED DURING ■ I I� '_ ' 40 ■ I 1 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 \� 1 ♦ '� + I I I I I 1 1 OVER 44 SY TYPE 4 THE CITY. I I I �\ I ♦ I • I I III 1 GEOTEXTILE FILTER 1� �3 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 / \ \ ` I �' ■ I I I I i I I \\ \\ 1 \\ \ PLATE NO. 6002. 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 I 1 I I T \ CONTRIBUTING DRAINAGE AREA HAS BEEN CONSTRUCTED AND FULLY I I I I �I I \ `��\\� STABILIZED UNLESS RIGOROUS EROSION PREVENTION AND SEDIMENT / ■ I I I I I I ■ Iob CONTROLS TO KEEP SEDIMENT AND RUNOFF COMPLETELY AWAY FROM rn / 6 I I I \�\ THE INFILTRATION BASIN ARE PROVIDED. ° °° °0 1 I I I I I I I" I I \ \ ° °°°° °°° °� I I I / ■ / ■ I I ,� I �' I \� \ \ © CONSTRUCT DRIVEWAY ENTRANCE PER CITY PLATE NO. 5008. 6 - I � I I \ / " �� o ° Ii ■ I I I i i �� \ \\ \\\ 70 CONSTRUCT SIDEWALK PER 3 °°°° " I I ° I I I 1 I I I I I �\ \ \\ I\ C3 ■ I I I ■ II 1 II I I I I � \\\ \\ ® QUANTITIES SHOWN INCLUDE AREA OUTSIDE THE PROPERTY BOUNDARY. ■ I I L / I j / I I ■it Lo 11 \�� LEGEND � I I L �I I I ■ I I IIIII r // I I ♦ I I 1 \\\\\ I / / �\ \ \ PROPOSED BITUMINOUS PAVEMENT Lh CONSTRUCT I I // I IN SIDEWALK II / // 1 ■ I ��a�gD1 A / �// //\\ \\\ \ \\ PROPOSED CONCRETE PAVEMENT PERLA(TYP.) I I 7 / I I It■ / ��` / 1 / %'vs / \ \ C3 SB-3 I / - L0 / I ■ O0o I / / / / /-,\\\\� \ \ PROPOSED TIPOUT CURB PER 5 I ■ 41 / / \\\ \ C 3 I I / I oo °' sz / / \\\ \\ \\A SILT FENCE PER 3 FINISHED FLOOR I I r \ \ � � � � ■ � / / / / / I �/ // / / � // - ELEVATION=960.4 I I \ \ \ ■ I / / / / I _ / / /' \\\ SEDIMENT CONTROL LOG PER CITY PLATE N0. 6009 �3 I \ 1 �, ■ / / I / / / / �, / DRAINAGE ARROW I \ I II I i // // �� / /��K -_ I� PROPOSED DRAINAGE DIVIDE � I I I � l / I / / i.// I T I I / / /4.6 CY CLASS III RIPRAP l INLET PROTECTION DEVICE PER 2 AND CITY PLATE NO. 6004 ■ �' I I II n I ■ / / // // ,OVER 28 SY TYPE 4 C2 r2 ■ I I I I / I I,/ / // GEOTEXTILE FILTER 1� �"� CULVERT END CONTROL ■ _ / CONSTRUCT 01LP FPI .� >>- ♦ 1 �,1 %� / / / / / / / feu / CONCRETE STEPS ■ / B 5 PER 6 >� � 1 I I \ 1 I I ■ / I C 3 -Bu� ` �- - - J-953 , \\ 000l� A I 77 \ x co 52 )5 --�� 5- 1�52 77 �� / / ► ) / - ----95_&- ;-'_ _- _--'__---- n PROJECT SUMMARY --- - 4 - _ _957_ _ _ -954 _ _ _ - RSI ATE 9 LOT AREA = 560,659 S.F. EXISTING IMPERVIOUS AREA - 0 S.F. - _ INFILTRATION BASIN 1 02 05 PROPOSED IMPERVIOUS AREA = 182,887 S.F. ® 40 0 40 80 BOTTOM=946.0 ESTIMATED FUTURE IMPERVIOUS AREA = 126,980 S.F. 111 OUTLET=947.3 SCALE IN FEET _-95 - - - - 100-YR HWL=949.6 DISTURBED AREA = 522,241 S.F. 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 H a k a n s 0 n A n d ers 0 n am a duly Licensed Professional Engineer under the laws TAE C8 of the State of Min TAE DRAWN BY: Civil Engineers and Land Surveyors WIHA TOOL SEDIMENT CONTROL PLAN of 'jo 3601 Thurston Ave., Anoka, Minnesota 55303 CHECKED BY: 763-427-5860 FAX 763-427-0520 C 12 Date 9Z20Z22 10 Lic. No. 43362 CJJ 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 << �58 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 GL= 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 959.35 960.40 960.22 959.61 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 I III Iu u1 lu GL= GL=959.36 958 08 958.96 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" CAI \\ ' I ( ) III ,. I •' 95903 'I L� v IIII Z7 f • .. I 1 V I I ,c I CONC=959.47 IT7 II I II I ." ji I GL=959.36 � I�I1I1 ICI I vJ (O") v v BIT= III III ° 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 J I III I I 0) Eli 959.36 ^ �I GL= 958.42 GL= I iii III ul lu 959.04 °° FG= �h IIIIII 00' I °°° 958.980o0° GL= BLDG= BIT= BLDG= o 0 FG= 958.97 960.40 00 960.40 ..40 GL=960.40 00°0 960 - FG= (0") °°°° _-y 59 \ I 960.40 GL=953.76 19 9 9 9 9 9 0°°°0° 58� / 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 j �Y v \ 957 958.81 I �_-- ---- 5 957 g „ BIT= � � GL 1 GL= - v 956 956.27 �h`o/ 954 90 954.28 -0 958.33 958 957.27 �5� GL= 956 95BI = v II � BIT= GL= � z D J 955.00 955 955 V 954.99 955.75 Q �<6 BIT= GROUND= N GL- _ _ 6' g51 954955.00 _ 955.00 _ 953.50 .57 955.00 �� J v BIT-954.29 954I40 V 955 956 GL=952.20 � II " GL= 955 rl I o iii (MATCH 954 47 r� n 0 z c� z D � w to z .P 0z 0-) W o / �00 Ln V DATE N 1'9 o / N ILLI o< cn .. GL=952.63 953 952 � n REVISION 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 0 950 949 948 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: Eir I 'jo TAE IIMOTHY A. E GeX H 3f P. E. CHECKED BY: Date 9/20/22 Lic. No. 43362 CJJ 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 �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 c 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 RAN/MH N 2. MAINTAIN A MINIMUM OF 7.5 OF COVER OVER WATERMAIN. WATERMAIN BLOCKING 8" PVC SAN/MH � m 8" PVC v� 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)=939.77 STREET. PLAN SHALL BE SUBMITTED TO THE CITY OF MONTICELLO A MINIMUM OF 15' RCP g AND BOX > D - d 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 - f 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 III STM/MH I„ 58LF CB/MH #15 MANUFACTURER'S RECOMMENDATION. CB #11 �(SW)INV=944.73 RIM=953.28 - 24"X36" J � ; =`"(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 OBTAIN A UTILITY EXCAVATION PERMIT FROM THE CITY OF MONTICELLO PUBLIC FL=956.15 I 8 „ 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% (5 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 10 CONSTRUCT HYDRANT AND VALVE PER CITY PLATE N0. 2001. 48" DIA. I SW INV=952.59 - _ �NV=946.00 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"-1 1.25° ,, 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 (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 z @ 4.00% FES \3 - 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, HYDRANT(j) « 6" GATE VALVE AND BOX @ 0.30% 21 " RCP CL III) 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/MOH #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. � (SW)INV=951 .25 - TOP WATERMAIN 0 (SE)INV=952.21 - D=947.40 12 @ 0.40/ 2 a. / P_BUR - J - P-BUR - 149LF 24" CPP � D . °do: �- I @ 0.30% d D d'C. d i � � \ o 6 6-7 P- LC� 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 � I 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% �131 LF� 1 CB MH 3 8"X6" DIP TEE, gq Li 24 CPP, CB MH 4 / # 6" DIP WATERMAIN,.�ERSIP,TE z CB/MH #5 @ 0.30% / „ # 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 HYDRANT 10© 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 Hak a n s 0 n And ers0nN LJ am a duly Licensed Professional Engineer under the laws MMMMIN TAEC 1 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 C 12 Date 9Z20Z22 Lic. No. 43362 CJJ AMMI www.hakanson-anderson.com CITY OF MONTICELLO, MINNESOTA SHEETS 3395.18 LEGEND 7_ _ —� �V V V� \�54� � � � \ \ \ � �� PROPOSED LIGHT DUTY BITUMINOUS PAVEMENT PER 1 —--_>�T» PROPOSED HEAVY DUTY BITUMINOUS PAVEMENT PER 2 / % / ' C3 • • • ,� — � fi k —''� k # # 'r-k � x X-'a � 5 �r � +r—k fi — � \ \ \ \ � �N� / / / I 3 ;-�-� • : �'' k yl�� x �• G k # x X # fi Jr ,� ,,k�.,� Jr ✓i��:.:: k X X X x X X {# x x X x X X # Q x k X x X V� x x- X-X k k k X X X �tiF��X fist # �7Y+� k` X jr It X {{{ x{ k�J'%- X \\ I / / l / I I k{ x X} # fi # fi k X k� X fi x fi X fi X fi# fi x �X fi k / x O k# fi v k�K1 # x k } fi x{ { / Q� \ X fi k { k # # } Jr # x k k k # # x k ## { k x X } x fi x k fi k� } \ fi k fi # } \ I / / .,� ��10fi k# fi # x fi# x fi x X fi k # fi k x fi X x fi X k fi X # fi k { # fi x at x X k fi k �► fi} fi fi x fi x} fi# fi fi x X x X fi # # fi { fi �fis(fi k x fi / `/ I I // / / / / fin/ // 7 V� x } fi x x Jr { ,� x x } z x # # x x x x x �x { x } / I I / / V / PROPOSED BITUMINOUS PATCHING 10 fi :•':•: {} fi X at fi k# fi# fi# fi fi z z fi k x Jr fi X fi# fi fix x fi k fi # X # x # k X k#} fi# fi X x fi k k k #} fi{ fi # fi X # �fi k k �{ # X k k fi fi � / �� k # # { x k k\ X x k # X k # x # { k X } X x k } { x •••, } fi k k fi # x # x fi X fi k } X # { �8 # fi x { Jr } # x fi X k } # x k # # { { { x } } •� } �.•.• fi x jr k k# #} k fi X fi k k k} fi fi x k k # X #{ k x k k k# ## X x x k k k a>\k X x X X fi I I / / x # k { k jr k } { x X } X # # }�Q� X k k k X \� fi :•:•: fi fi fi fi k X fi Jr jrATfi k fi k #} # {� fi x X k} #} x fi X x k} `1C7 x fi x k X fi x / # } x { k { # } fi Jr fi { fi X fi # # fi { { k k # k # { x k # k C> X { } } x r x # '_-::�-: • k fi} #} #{ fi X fi k fi} fi# x fi X k} k k # k— $ x-fi# fi X X k fi X #} X X X { \ fi x jr k fi fi{ fi x fi x # xjr jr # X X �{ q}IT 0 k I # fi k } # k' � x X X X X fi#} fi# fi fi z z fi x X fi JrX fi fi k k fi X X �L X� k fi k X {k { x X k # x x X / SEED MIX 25-131 (220 POUNDS/ACRE) X } � fi �X—� fi x k� � fink �` x �� " \ fi Ci�....; k k x X k # x x k k X � } 1 I \ Jr J x X 't '� ,�fi fi X fi X x X k x k k x fi fi fi x fi# fi X fi fi fi# fi x fi x '� \ x ROLLED EROSION PREVENTION CATEGORY 20 jrk fi k\ k k x X X X k x k X Jr k X X k { fi k fi\ fi fi fi fi fi fi fi fi � fi k X # k { fi Jr k Jr _ l � x X k k k X X k X k k x{ X x fi k fi fi k fi fi x fi X #} fi k fi{ X X k k k x k X X { X ## I 1 II\\\I I I I 1 TYPE 1 FERTILIZER 300 POUNDS ACRE h fi X fi k fi k fi X fi X # x X k } x x 1 �}-��t # x X / fi fi k 1 \ \ ( / ) / # fik k # # Jrjr { it }} Ar fi{ fik #k # r xfi{ ITk fiXX fifiX fik xX XfiX #{ } fik # k ITATI \\ 1 1 \ X X # x ark fi# k x k x #} # fi X x k X k k Jr fi X�y �� t fi# fi k fi fi k # / fi fi 9 \ I I I\\\\ \ 1 I \ \ k •�• k X jr x�x fi X fi k fi a� fi y� fiy� �� - # fi X fi} fi k I x { x{ X{ #} fi{ fi� X #} x 1 \ I Jr fi X y fi k k fi x fi X fi k fi k fi X fi X fi X fi# Jr X fi k fi fi# fi X fi k fi# fi# fi X fi \\ \ \ fijt fi X x 1 X X fi X X fi}{ k{ x X{ X X} X k}# k x x k X x X#} #{ fi Jr fi fi jr x X� X x} }} fi { fi{ { fi x } x} {} fi { x fi x #}} k fi k / I b 11 \ I \ x k x / k X X k x fi fi x fi fi X fi x k k SEED MIX 25-131 (220 POUNDS/ACRE) X k k fi k Jr it fi k fi k # fi x } fi k fi fi# fi fi X k fi k } fi# fi fi# fi fi X k fi Jr Jr fi# fi fi +F x fi x X fi Jr # IT it # IT jr x fi Jr jr X{ {# -L�t fi X LIB 1 \ \ \,�j # # x / x Jr jr k k IT{{ fi x x Jr }# ## fi x fi Jr fi fi fi fi fi fi fi fi fi fi fi# x fi k x }# fi} T fi JrX # # fi X fi x \x I I 1 I X x{ } X} fi#} r# x fi k �X # X fi# fi x fi k fi X fi k fi x }# fi# fi# fi x /X Jr fi Jr fi# fi x fi x } k ## k x X k fix k fi## fi''y\x k k II \\ 1 d- x#{ fi x x x fi x fi fi HYDRAULIC MULCH MATRIX (2500 POUNDS/ACRE) k k xX fi fi fi x x\ \x x X fi#} fi# fi { x fi X x X } X# fi#{ fi Jr z X x x }#} IF jr X Jr fi X X fi #} x { fi# x fi{ x x x X X} fi X x{{ / fi# fi { \ I 1� \ # fi k fi{ fi x { Xk kXk #} fi kx fi Xkx kk} #}k { jrITkkx kkX }#} {{# ATit}fiir k#k {# fi it IT kit ### k xX kk # X #} k AirJrk {fi# TYPE 1 FERTILIZER (300 POUNDS/ACRE) I fi X k X # x k # Jr x k # # x x Jr # Jr jr k # # 1 1\ X # # jr it # / { X Jr X k X k ## fi x X k k Jr fi fi fi fi fi Jr fi fi fi fi fi x k x }} k fi fi X fi x fi k � k fi# fi x fi / k k fi fi x \ \ fi } Jr k fi# fi it k fi} fi{ fi x }} Jr k fi{ fi x k x k Jr /# X # # # X x yc(] k x \� 1 1\ I / X # # # X # # # X k fi# fi X fi Jr fix fi# fi X "�It k fi k fi / # X { fi# k k Jr X x fi} fi} fi k fi k ITit## k x X k k k fi k fi fi fi X fi x fi k fi{ fi{ fi k fi} # � X # k \\ \ I / x X k k k # �Y fi fi fi k fi x fi k fi# fi k } k Jr IT AT IT � k } x fi# fi} itAir X{ }{ { � X x W # fi fi fi fi fi fi fi fi fi {# fi x X k Jr jr ## fi x fi x Jr k fi /k fi x fi x }# fi} fi{ fi k a�fi uaj fi fi x X } # x x } # x x } } fi x x } fi x x # ``'V�'V�' SEED MIX 33-261 (35 POUNDS/ACRE) \ l ''•' •'•' # fi X fi fi# fi fi#� k x fi#} fi fi k fi fi# fi z z fi z z fi k at jr it fi fi x fi/X x fi k# fi## fi X at fi fi# fi#} fi## x Jr k X # fi #� fi \ `- \ I / •'.•^`:�':�': # k �X X }# fi\# fi x fi x fi k fi} fi k fi X fi k fi k X fi x fi} fi fi fi fi fi X fi} fi # k fi O7P # X X k k \ \ \ 1) I \\\ \ \ '�`�` ROLLED EROSION PREVENTION CATEGORY 20 \ ••:•;`,;:; k k X k X # k # fi x{ Jr x k} Jr fi # fi Jr x k} # ,�`# JrITk X # k # fi fi x x X } # fi x k # fi x \\\ \ \ VV VV VV Vv V x X # k #{ k x k X k { fi {{ k X #} # fi x fi k k k} # fi x fi x k k# #} fi x X k{ } x Jr X X k fi# fi k fi x fi} fi# Jr X fi x Jr k fi k Jr fi /fi Jr fi x fi k fi fi fi x fi k fi X %'� }\ x # Jr # ATJr} '`} xk fifi fifi fifi fix itjr fix 'y# fix fix fix fi{ fix X —ir x x Jr fix kX # Jr{ \ \\\ \\ \ ` T�V` V` V TYPE 1 FERTILIZER (300 POUNDS/ACRE) k k k x fi k k X fi (�]1�; fi fi fi fi fi fi fi fi ## fi x X k k }# fi k fi Jr fi k # X .. i N X x x j� x{ X #} �� fi X I } x{} xfi{ X fiX `fi #fi xfi Xx }} fi# {# fix/ xk fi} fi} fix xX`,��/tX fi# fix I- X yk fi kx # \ k X X # X fi k fi k fi} fi k }} }{ fi{ fi k fi k }{ fi# fi X X fi Jr fi} fi k JrX Vt fi} fi{ I 1 1\\ \\ o fi 1 1 # Jrfi fik kfik fifi# fiX kfix }fi# jr fik fififi kfik itJrfi/#k fififi kfiit k r fix fifi fifi k} }} {# Jr X fik fi X X� x # k jrx # k { k X # } { } X fi X Jr k Jr x # o 0 L I�\\\\\ a d a 4 4 d d a 4 SEED MIX 33-261 (35 POUNDS/ACRE) fi k k # Jr k k Jrx X # JrX X fi k fi} fi x fi X JI Jr{ Jr k k \ X I 1 1 1 X Jr fi fi fi fi fi fi fi Jr � fi fi fi fi fi x fi Jr k k fi# fi x l fi x fi k fi X fi fi 'E X #} fi} fi{ T JrX X X k fi Jrx a �X fi fi fi fi fi X fi fi fi fi Jr }} fi# fi# fi x Jrfi x fi k �fi fi x fi x }# fi# fi x fi X }\{ x # jr \ I I x k X fi} fi fi k#}# fi� k x fi} fi fi k fi fi ##{ fi x x k fi x X k### fi x X k fi X jfi X}## fi fi# k fi k fi fi k k fi X fi fi X fi X fi X X�k fi X ` 1 II 1 I \\\ Q a a 4 a 4 a ROLLED EROSION PREVENTION CATEGORY 45 k k x X Jr# �{ k x # k jr x� # k { # # fi X X Jr k X yK / fi X \„ fi \ I I \ \\ / '� a a a Q a I I fi fi fi fi fi x fi X \ fi k fi{ fi k fi k #} {} X fi x fi k fi# h fi x fi k fi k fi# fi X x fi X fi k X k C Q I fi x k X # k# {## fi z z k X x #}} # fi fi x fi Jr k fi fi # fi fi # fi fi x fi# k k x k}} #}# x fi jr x fi x Jr}# # fi k { X X > fi k k k x # 1 I\ \ Q a TYPE 1 FERTILIZER (300 POUNDS/ACRE) fi k x� X x }} fi# xfi xITJr fi# fi fi fi fi } fi �r } J. fi fi x i X x }# fi# fi �t fi X fi X fi x X fi X fi} X fi fi fi } fi } X fi{ Jrfi} fi X }# fi} fi X X fi k fi} x{ ITJr#} # fi X{ k X # X { k x X k ## X x k X k { fi x fi k x }} } fi x fi x k} }} # fi fi x k X IT Jr k / # Jr I I X k} fi Jr fi fi fi fi fi fi fi fi ## fi x }{ #} fi# fi X fi x L fi} fi# fi X fi k fi # fi x # fi X Iy, k X #} # fi x k k #} } fi x fi x k X X fi k Jr fi T` fi fi} #} {{ x k fi# fi / k I I Ln I I ax �k # #k fi x xfi }## }�# { fi} { Jr } x} } Jr jr # Jrx xX fi X Jr fi# } # { fi x } fi x { fi} {{{ X k fi# Gaff # x X l k # Jr x # # ,�` fi fi fi k fi� fi fi x fi x X k x fix 1 # fi \ SEED MIX 33-261 (35 POUNDS/ACRE) x } k X X k } k k } fi# {{{ k X Jr }}} # fi# x jr jr fi z z k} k }# { fi# x fi k k X x # k k { fi /} x k\ x k k} { \ } fi fi aX L fi fi fi X fi } at fi a� fi a�## } fi fi XI x# x{ } fi} AT Jr # x X X# I xl �, X I I I I I I 1 \ HYDRAULIC MULCH MATRIX (2500 POUNDS/ACRE) arj` x x # x jr Jr # x k Jr } Jrx Jrk { x x I I I I I III 1 \ rn X #} x fi Jrfi Jr}} # fi x fi # X k# fi x fi # x #I # fi# fi X /fi x fi { fi x x# I fi jl' I } fi fi x X # # x x } fi x X } fi x X x} # fi x fi / # I TYPE 1 FERTILIZER (300 POUNDS/ACRE) fi} fil k fi x fi k fi} x sl fi k #} #{ fi{ k X X } fi fi fi fi x fi} fi k fi fi fi x� # # X I I I 1 Xk aI I fi fi fi ac x a[ } fi fi fi fi fi x} k }} AT X x IF X fi# X it # k k X # x x k # X k x X # # {} Jr x{ X X IT X##} \ X X X { I I I I \ 1 \ fi# fi x fi X I X k fi# fi x fi X }# fi# fi X fi x fi X I#j fi k X fi r k X} # x} fi�at� x fi X mil' l fi# X x I k X k }# x fi k k fi fi# fi fi# fi fi at fi fi Jrfi fi{ fi z z k} 4�k fi{ k x X I X Jr} # X x{ x} k X � x L I k �7i x # X k # k x x # fi fi x fi k � � \ I I fi } I I I 1 fi# k fi x fi x ## # x fi X fi } fi ## fi x ! X Jr k fi# fi Itt fi k } k fi} IT jr k fi J fi jr fi X fi k �fi X # I # fi I�fi # fi x X x k k fi X fi# fi k fi k fi} x fi k }} fi k fi{ fi x �} k k # k X # Jr k \ k x I jr X X ## fi# X x al X k k fi# X x # x x XL Air jr X x # x } IT AT X k X #} k� x fi#} fi# fi fi fi fi k � # SOD } k } x# k fi# k fi k # fi x ar fi k {## fi fi# fi} # fi k { fiIT # fi fi /+► k fi x IT fi fi k { fi# jr ;fi k fi fi k Jr a�X fi# AT k fi X �# { } x fi k k fi X # '�k fi fi � a a a fi x / / I k x # x x # kl it x X / X fi # fi }�(] fi { k { # ,� # } I d x I \ M TYPE 1 FERTILIZER 300 POUNDS ACRE ��t 1 I I Jr # fi fi x fi fi X k k }#}## { fi fi X fi Jr k fi X fi/fi k fi fi fi k fi k } fi x fi fi k x fi# fi fi x fi fi# Jr k fi x k "' X k fi fi jr fi}# fi z z \ A a a X k k X ( / ) fi fi ITATfi Jrfi fi x fi Jr k #} ## fi X fi x fi k fi k fi X Ifi k fix filk fi X fi k fi} AT fi k }} # Jr I k -1 � \\ x k fi � x fi X k k# {{ x fi k k k# ## x� X k k k ## x k X k k k fi# {{ } k#fi# fi x } k k x k L x X k7 kl fi k x fi# X fi x Jr fi} # fi k { fi# X fi X k fi x fi fi y fi fi} fi x{ } k k fi Jr� fi# fi fi x fi k x k fi k} Air AT fi jr k Jr k k fi fi k fi fi fi fi X k I f Q k k X Ik # k ## x /jr k# } X fi# # fi ac k /#} # IF fi x k k Air {} x jr x k k k { jr x k k k fi# fi{ I � a { fi X II \ \ x k # x jrk # # /X Jrk jr } k jr x } X x k # # k kIk# fi kfik }fi# k/#} { fi fi fifiX }fik ITitfifi�It xfix kxk }fi fifi �xfi ItATkk fi} xk k} { X k a k ^ # k X k } x x X fi X x fik } fi{ fik #} #} fi} fik fifi fifi # I Ni 1�aQ {x ak Ix I I I Y)l I \ \ \ \` } X x X # } } } fi { { # k fi /X fi Jr fi fi fi X # � fi fi # � fi k # X I / / # fi# fi X fi X fi k fi# fi x X } } x X o000 000 000 ° � a s # { I � o00o I \ # k o °O o000 0000 °o°o X / // I � :' ' ' :• ' ' ;• ' :• • �' fi x o00 000 000o I j� a # x I �:�:��•• '�:�••�'';:'�:•'••'�' k x fi fi x k # # fi 9r6 # x x x k fi fi fi x 4 { // / I X X fi X fi# fi fi# fi fi X fi fi of fi## fi fi k fi k k k fi Ik k }} I I o 0 0o Q a/a � ak a IT jr kk I I III I \\ \ I\ x I I I I ;:•:;;;.�. • / I / I I a s `t k AT k / __ I � I I a 4 fi x Jr �--- I 4 fi 1 I \ I I {k � ,/ I a � ak ax a} I II I x fi I I I x / I a Wa k x # fi I II I k = I I I //AT // � x fix { �/ /�\\� \\\ \ \ GENERAL NOTES: I I �'� I I I fi fi o° „ I I °° 1 1 \ \ I # ° °° / 1. PLACE A MINIMUM OF 4 OF TOPSOIL OVER ALL { / / / \\\ \ \ \ DISTURBED AREAS OUTSIDE THE PROPOSED I X -T: I \ I / I I # { / / \\\\\\ \ \ Q PARKING LOT AND INFILTRATION AREA. SEE 1 I 1 I-::;:•��'��''�:: x Jr x // \�\\\\\ \ C2 I I I X 000 ba X # I I 1 # I I I \ \ \\ I # { akfi # / / / / / �/ / / /--\�\�\\ \ FOR INFILTRATION BASIN TOPSOIL REQUIREMENTS. k / C° I I x /� k fi X // // / / // \\� 2. PLACE ROLLED EROSION PREVENTION PER CITY fi I #fi TLn1 rn I kN 1 x { / // / / / / / / \� \\ PLATE NO. 6011. o rn \ I ,! II # fi X / I // // / / �°� _ _\\ \ REFERENCE NOTES: `� �' kk fix / / / \\\ / / — \ 10 BITUMINOUS PATCHING SECTION SHALL MATCH 0 °' I I I k / // / / // / THE EXISTING SECTION ON 7TH STREET. AT L0 AT I I I d L I x v I I { fi # � �' I / / / // / hc� / / -951— I j I fi l X k k I x } k � // / // / / /_ / �✓�`/ I I � fi# fi fi fi *X X k i fi fi / I fi ;-;-ram::':;•:;::•:•:;.:'•• / / 77 .•' k 1 k k X I k X k# k x k X T k fi X x # nn # k Xk XIX Ik ax �k ak # { k k ax k k fi -IT x} 71 0 / / 1 k I :•�-r,-_'•'••'•• .•,• ,••;� .., / / I d, ° ••d••�• �k � k �ra•ik k k fi# k fi z z k k AT it It r jr fi X fi fi x k } x \ 1 k q �•1�t a�, � / k I . .. ° � : p x R' y� �'�t- �j _dam-fi # z / # x / / I \ J / / 5• X / / x � L. k / 1 / # k / / — 5 _ I _ - 5 i / / 1 / 5 x fi .1 / / / �J — / / / n n / it 4— AT 0' — 5 x k 6 / / # / x E z — ( �} bAT AT jr Jr x k AT jkr fi � •�• fi k1-----�� —�— ice' �� i�_I�/' �—/ _ ---_ �-- • � �} fi Jr fi k #} k x Jr X fi X X X k fi x X fi fi fi fi fi# fi � —_��5 z / \ jr { AT x x X k k� k k X Jr Jr k AT � _-- — �� i/ 5 � z � /--- •— __--- 54 _--_ _--- • 1E g4 n 40 0 40 80 — A o LL]__—_— �_ IN1ER5� � �5� .. SCALE IN FEET I � — 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 Hakanson AndersOnN �am a duly Licensed Professional Engineer under the laws TAEC 1 2 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 CHECKED BY: 763-427-5860 FAX 763-427-0520 C 12 cn 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 I Is\ / J I \\ /// - 11 P-BUR P-BUR G G G CG G G _G I�r :G s �� G� ---- \ G G �l—�• G . " G --G �� ___________________________ __ _ _ __ __- - _ _-____ _-____---___-- _---_ ____ _ _ _ _ _ _ 1 PLANT SCHEDULE G G ------------- - �� - -- ----- --------------- - v v S > > > s > > > > > > > > > > > > > > > > > > >�so-> > E. 7 T H S T IR vE T - 94 8 10' UTILIT EASM ENT RA _____----4 ________ ------------------- — P4� �--====n____________________________ n=====_________________ ^_______________ ^ n - PROPERTY LINE o e A a » C T-BUR - T-RUR>' T-BUR ..-dUf� » - — T�� — — — T—B RI' - - B R T-BUR I I I 4,l CA -960 6 CC / 7 CR 0 CA / EXISTING CANOPY TREE \ 14 TO REMAIN (TYP.) ,5 V CR \ 6 V ^ / ,5 v ^ FUTURE BUILDING AREA ° \ o / `% / EXISTING VEGETATION `' TO REMAIN (TYP.) iw > > Io1 I \\ LLj _ ° r? IIL 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. 0 Autumn Blaze maple straight trunk, single leader 12 CO Celtis occidentalis 2.5" cal. BB space 35' o.c. Hackberry straight trunk, single leader 14 GT Gleditsia triacanthos inermis'S cote' 2.5" cal. BB space 30' o.c. 0 Skyline hone locust straight trunk single leader 14 TA Tilia americana 'McKSentr ' 2.5" cal. BB space 30 to 35' o.c. 0 American Sentry linden straight trunk, single leader ORNAMENTAL TREES 15 AG Amelanchier grandiflora Autumn Brilliance' 6' ht. BB space 15' o,c, Autumn Brilliance sert4ceberry clump form 10 CC Cratae us crus- alli var. inermis 2" cal. BB 16' o.c. Thornless hawthorn _space straight trunk, single leader 6 MP Malus 'Prairifire' 2" cal. BB space 20' o.c. O Prairiefire crabapple straight trunk, single leader 10 VL Viburnum lenta o 2" cal. BB space 12 to 15' o.c. ® Nannyberry straight trunk, sin le 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 space 15' o.c. Black Hills spruce 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 CA Cor lus americana #5 cont. space 6' o.c. American hazelnut 33 DL Diervilla lonicera #5 cont. space 3.5' o.c. 0 Dwarf bush hone suckle 16 JS Juni erus sabina 'Arcadia' #5 cont. s ace 4.S o.c. Arcadia juniper 12 JG Juniperus vir iniana 'Grey Owl' #5 cont. space 4.5' o.c. Grey Owl juniper 112 RA Rhus aromatic 'Gro-LoW #5 cont. s ace 4.5' o.c. 0 Gro Low sumac 25 SB S irea betulifolia 'Tor' #5 cont. space 3.5' o.c. O Tor spires 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. O HappyReturns 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. s ace 2' o.c. Blue Heaven little bluestem �„col I / / z NOTES: v ° o I 1. SEE SHEET L2 FOR PLANTING DETAILS & LANDSCAPE SPECIFICATIONS. 2. ALL LANDSCAPE AREAS TO RECEIVE 4" OF TOPSOIL. ,o°o°O oo cuo 0000 ° o°o FA MA1 " 3. SEE CIVIL SHEET C12 FOR TURF AND TALLGRASS RESTORATION PLAN. FG 4. LANDSCAPE AREAS ADJACENT TO BUILDING, VEHICULAR AREAS,& ALL L / I / SOD NOTED ON RESTORATION PLAN SHEET C12, TO BE IRRIGATED. �\ / / / / / / / LANDSCAPE REQUIREMENTS u ® L �— 6 ► I_ V 4 ZI._ S _ AF Co BUILDING EDGER TYP. + ( ) �-�-�VU 2 SOD (TYP.) 12 GT 12 15 3 10' UTILITY EASEMENT — a NF SS I CIOAll 15 I CS B I I� 10 Iq E163 18VD RA i O O ........ a , ?� SOD \ X Q �. o . o SOD SOD SOD o A ,, \ C \ —� I l nC nX5 nY3 n G a Y A A' a > n \\ 6 GT 3 JV I , DATE 13 GT DL 4 GTI I LSB I �' CC _ 'pROP LINE 3 GT 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: jl� - (651) 695-0273 carmen@simonetdesign.com License # 24236 Date 09.20.2022 www.simonetdesign.com � 1 4 MP n n n n n 40 0 40 80 SCALE IN FEET Hakanson Anderson Civil Engineers and Land Surveyors 3601 Thurston Ave., Anoka, Minnesota 55303 763-427-5860 FAX 763-427-0520 www.hakanson—anderson.com WIHA TOOL 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 LANDSCAPE SPECIFICATIONS 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. 8. Slit remaining burlap at 6" intervals. 1ARIE1DJACECONDITION g. Plumb & backfill with planting soil. Thoroughly water in tree within ANDS SEE CAPE PLAN E 2 hours to settle plants and fill voids. NDS10. 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 \V V I 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. 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 Anderson 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 C C 1 A3 10 C IN CV Q I J O 0 a i J 0 O H a G N 0 C I 50' - 0" 50' - 0" 50' - 0" I 50' - 0" 50' - 0" I 60' - 0" 41'-0" 8'-0" 40'-0" 8'-0' 40'-0" 8'-0" 40'-0" 8'-011 40'-0" 8'-0" 69'-0" 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 Co 04 O I L — — CV 0 I F-- — 1 III 0 0 00 II L oCo I "I N 1 WAREHOUSE 133 42,303 S.F. r — — 0 0 I 0 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 - - T- - -- - -- - -- - � - - - -II O I ASSEMBLY "I o 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" 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 AM DULY LICENSED ARCHITECT UNI)f3 E LAWS OF THE STkA IllllI 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� W .V 0 :2 LLLLLLLLLLLLLLLLLS Copyright 2022 Leonard Lampert Architects Inc. Project Designer: L. SCHMIDT Drawn By: ALE Checked By: ILL Revisions {)/ 1 J/ LG r I L L11VI 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. n rN e M6 fo, N a- n ,:0 n LO CV 0 Ln CV CN Q I J 0 0 a J 0 0 1-- E 0 c (1) U- 310' — 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 5163 S.F. 198 S.F. 18 FT BASE & U PER CABINETS FILES/SERVER HALL 0 0 � � � 105 107 00 d------�-------- BOARD 313 S.F. 6 F1 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. ---� � --— — — —� �--- ---� �---� JAN. ® OPEN OFFICE ELEV 110 114I 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 1' 0" OPtN OFFICE 101 OFFICE OFFICE 122 478 S.F. 118 119 3�228 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 125 I IIIIIIII IIIIIIII STAI © UP WOMEN 129 ®m m 250 S.F. LOCKERS 0 FITNESS q j 1 0 0 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 124� 126 W 109 S.F. 929 S.F. 01 FlOFFICE co�i 109 S.F. i I I I I I I I J 01 310' — 0" 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 9/13/22 IN PROGRESS 9/29/22 REVISED PRELIM. OFFICE FLOOR PLAN AND REFLECTED CEILING PLAN Sheet Number A2*1 Project No. e fo, n n 0 I 0 LO 0 I 0 LO CV Q I J O 0 a J O 0 H a E C aD U- 0 I N 0 0 0 �o 0 I 310' - 0" ol 50' - 0" 50' - 0" 50' - 0" 50' - 0" 50' - 0" 60' - 0" 42" HIGH RAILING TAI DN JA MEN �/ u SENIOR 204 203 OFFICE OFFICE OFFICE OFFICE OFFICE OFFICE 6 FT WIDE GATE OFFICE 163 S.F. 214 215 2 66 217 218 219 206 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 ® sXa L -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 208 201 213 153 S.F. HALL DN 413 S.F. II 2.96 S.F. 545 S.F. EXECUTIVE OFFICE 2 99 258 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'-O" 12'-0" 12'-0" 12'-0" 12'-O" 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 l0, 125 01 n7 310' - 0" 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 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 S;T� C� E OTA. SI ATURE LEPE T PRINT" � iso 13669 V LICE�L$� TE J\ K i rn 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: ILL Revisions 8/19/22 PRELIMINARY 9/13/22 IN PROGRESS 9/29/22 REVISED PRELIM. MEZZANINE PLAN AND REFLECTED CEILING PLAN Sheet Number A2102 Project No. T.O. SIGN EL. 150'- 0" G C 0 C TOP OF PRECAST EL. = 135 -0 06 CLEAR HEIGHT EL. = 128 -0 SANDBLAST PRECAST WALL PANEL gb 2ND FLOOR EL. = 116-0 o EXPOSED AGGREGATE PRECAST WALL PANEL ACCENT BAND, PAINTED PRE -FINISHED METAL CAP FLASHING o SANDBLAST FINISH I PRECAST WALL PANEL N wifinev PRE -FINISHED METAL CANOPY SCREWDRIVER SIGN L_____________ =-------_____---________________________--�___ _______________-- 1 ____-_ = _---_tt___� U 2 SOUTH ELEVATION A3 SCALE: 1/16" = 1'-0" 3 EAST ELEVATION A3 SCALE: 1/16" = 1'-0" 4 NORTH ELEVATION L3 SCALE: 1/16" = 1'-0" __� L -- :iI 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 101 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 LIC (r %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: ILL 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 43362 9/20/22 Lic. No. Date 339518_SMP.docx 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 (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. The runoff coefficients and rainfall intensities used for the storm sewer design calculations are also included in Appendix 4. 3 FIGURES Figure 1 - Drainage Areas - Existing Conditions Figure 2 - Drainage Areas - Proposed Conditions I — — � o,� -�F�� _�R Fo- o-e�R Fo-a�_� � — ,, �„ � q,l rs --� - � ' � _ � --- �-----� --_ - - � s \ \ � �> lu `j � b �yy 7TH STREET Asa �' -v �SY� �� h� 1 �� // � % V _ _ -g56' _ �_ -- -------------- ---- -�-----------_---------_�_-__-� ===�=1--=�-Z== - _ I \ \/ / / / ( I Ill/// / A / �'9at,____� / � � \ � , / / I AI I I I I I 1 / / � / / � � �---� � �---- A� I / / / 1 1 \I I I I I I/ / I v v � � / / I 1 A��I I I 1 � / \\ � � // / / / I I I\\11 � I I � l �(' / � \ � / / / / / 1 I 1 � \\\\\I I \ \ / 1 I/ // I \\ \\ � �� j / j 1\ 11 � I \\I\\\II � � I, I \ I / �I � \ \� / � h/ // / \ \ \\\1\0�\\\ � / \ � 1 i� � � \I 1 I � �\ II I-- � / � / \ � \,\\ \�VA�\�� A\ �� A \ I 1 I � ) `V i �gef � � \� I , � / � �\ I / 1 \ VA \ \ � � \ �, I 1 1 I I I / � �� \ \ / / / h / \ I / I \\\\ \ 1 1 I � i i �\ \\ \\ l l � l� ,1/ \ I I I 11 n\\\\ > I � �' � I I I� � I \�\ \\ 1 I 1/ / j N \\ 11 �\ I j 111 �^\\ I � I '� I �� 1 �� I vV A � 1/ � l l A\ I I I I I II 1 A\ � i� I I �' � \ � � \ 11 1 I / 11 1 1 I I 1 1 1 \ � � I I I 'n I 1 I I \ � \ I I I l l l I I I I 111 1 1 1 /\ \ la � I I � ��I I \ � � `\ `\ \ II 1 / � / / I �, I I I II IIIII\ \ 9 , I \ \ I I I q� 1 I ( \ - 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� ------ -_-- _- ��g8 - _- L _ - '--__-- ____-�-- -- _-- _ -_ _ —g54 I —_----- ---- �� -- ---- ��55'� 94 I�5er-_ -_ ��- _ _ -_== _.-�� =__=--__-_-_� �55------ \NZERSIAIE nl LEGEND E—�( SUBCATCHMENT NUMBER � DRAINAGE BOUNDARY C� DRAINAGE ARROW EXISTING IMPERVIOUS SURFACE 50 0 50 100 SCALE IN FEET """ "`"""'" FIGURE 1 Hakanson Anderson Civil Engineers and Land Surveyors 3so1 Thurston Ave., Anoka, Minnesota 55303 WIHA TOOL DRAINAGE AREAS 763-427-5860 FAX 763-427-0520 www.hakanson-anderson.com EXISTING CONDITIONS 3395.18 LEGEND I --- F---4�r \\\ m 10 9 9 -9Sq v \ 7TH STREET X 74, 0 O SUBCATCHMENT NUMBER DRAINAGE BOUNDARY ==> DRAINAGE ARROW EXISTING 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) E-3 Subcat Reach on Link 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" 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" 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" 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 9/19/2022 HydroCAD®10.10-7b sln 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 9/19/2022 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=61198 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=61198 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=61198 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=0/98 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=0/98 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 Description 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) L1=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 T Cc= 0.900 n= 0.012, Flow Area= 7.07 sf PrimaryOutFlow Max=26.94 cfs @ 12.14 hrs HW=948.81' (Free Discharge) L1=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) L1=Culvert (Barrel Controls 1.10 cfs @ 2.66 fps) Summary for Pond CBIMH 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= 0.0050 T 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) L1=Culvert (Barrel Controls 9.61 cfs @ 4.99 fps) Summary for Pond CBIMH 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= 0.0029 T 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) L1=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) L1=Culvert (Barrel Controls 4.55 cfs @ 4.41 fps) Summary for Pond CBIMH 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 CBIMH 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 T 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= 0.0040 7' 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) L1=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 T 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 T 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) L1=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= 0.0030 7' 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) L1=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= 0.0367 T 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) L1=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 inlhr 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= 0.0217 7' 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 T 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 9/19/2022 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=61198 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=61/98 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=61/98 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=61198 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=61/98 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=61198 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=0/98 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=0/98 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 CBIMH 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 Description 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 T 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) L1=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) L1=Culvert (Barrel Controls 1.69 cfs @ 2.98 fps) Summary for Pond CBIMH 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= 0.0050 T Cc= 0.900 n= 0.012, Flow Area= 3.14 sf PrimaryOutFlow Max=14.82 cfs @ 12.14 hrs HW=950.15' (Free Discharge) L1=Culvert (Barrel Controls 14.82 cfs @ 5.47 fps) Summary for Pond CBIMH 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= 0.0029 T 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) L1=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 CBIMH 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 CBIMH 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 T 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= 0.0040 7' 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) L1=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) L1=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) L1=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 T 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) L1=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 T 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) L1=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= 0.0030 7' 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) L1=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= 0.0367 T 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) L1=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 inlhr 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= 0.0217 7' 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 T 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=61198 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=61198 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=61198 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=0/98 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=0/98 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 EIev=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 Description 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 T Cc= 0.900 n= 0.012, Flow Area= 7.07 sf PrimaryOutFlow Max=72.63 cfs @ 12.14 hrs HW=952.55' (Free Discharge) L1=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 CBIMH 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= 0.0050 T 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 CBIMH 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= 0.0029 T 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) L1=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= 0.0050 '/' 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) L1=Culvert (Barrel Controls 11.44 cfs @ 6.48 fps) Summary for Pond CBIMH 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 CBIMH 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 T 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= 0.0040 7' 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) L1=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) L1=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 T 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 CBIMH 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 T 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 CBIMH 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) L1=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= 0.0030 7' 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) L1=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= 0.0367 T 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 inlhr 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= 0.0217 7' 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 T 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 Ibs Annual particulate P removed by BMPs: 6.926 Ibs Post development annual dissolved P load: 6.147 Ibs Annual dissolved P removed by BMPs: 5.667 Ibs Percent annual total phosphorus removed: 92 % Post development annual TSS load: 2481.4 Ibs Annual TSS removed by BMPs: 2287.8 Ibs Percent annual TSS removed: 92 % BMP Summary Performance Goal Summary BMP Volume Volume Volume Volume Percent BMP Name Capacity Recieved Retained Outflow Retained (%) (ft3) (ft3) (ft3) (ft3) Infiltration Basin 1 29983 28310 28310 0 100 Annual Volume Summary Volume Volume From Volume Volume Percent From Direct BMP Name Upstream Retained outflow Retained Watershed BMPs (acre-ft) (acre-ft) (%) (acre-ft) (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) (Ibs) (Ibs) (Ibs) Infiltration Basin 1 7.5126 0 6.9265 0.5861 92 Dissolved Phosphorus Summary Load From Load From Load Outflow BMP Name Direct Upstream Retained Load Percent Watershed BMPs Retained (%) (Ibs) (Ibs) (Ibs) (Ibs) Infiltration Basin 1 6.1467 0 5.6672 0.4795 92 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 2481.43 0 2287.85 193.58 92 BMP Schematic In ration Basin } = a t M in o N N r [fl O N N U] (n co 4 � a 2 p U7 0 E E)] C � O (u U j Q N a] 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 ❑ ❑ r-. �7 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 AREA (acres) TOTAL AREA (A) (acres) RUNOFF COEFFICIENT (C) C x A SUM C x A LOCAL UPSTREAM PIPE TIME (min) TOTAL LENGTH (ft) SLOPE (ft/ft) PIPE SIZE (inches) PIPE CAPACITY FLOWING FULL (cfs) PIPE VELOCITY FLOWING FULL (fps) RIM ELEV. UPSTREAM INVERT DOWNSTREAM 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 TYPE OF DRAINAGE AREA RUNOFF 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:-93.7888° 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 NOAA, 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 9.19 10.4 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 3.11 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 3.58 4.12 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) 2.00 0.696 0.826 1.05 1.24 1.53 1.76 2.26 2.61 2.90 2-hr (0.574-0.849) (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) (0.506-0.744) (0.644-0.952) (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 0.3 22 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) (0.552-0.868) (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 12-hr (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) (0.484-0.938) (0.525-1.06) 0101 F 0.118 F 0. 449 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 1098 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 (0.030-0.040) (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) (0.050-0.092) (0.054-0.102) 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) (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) (0.038-0.070) (0.041-0.077) 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) (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 0.017 0.012 0.013 0.014 0.015 0.016 0.0 77 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 (PIMP) 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 9/19/2022 HydroCAD®10.10-7b sln 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 21,839 7,975 946.39 21,884 8,194 946.40 21,929 8,413 946.41 21,973 8,633 946.42 22,018 8,853 946.43 22,063 9,073 946.44 22,108 9,294 946.45 22,153 9,515 946.46 22,197 9,737 946.47 22,242 9,959 946.48 22,287 10,182 946.49 22,332 10,405 946.50 22,377 10,628 946.51 22,421 10,852 946.52 22,466 11,077 946.53 22,511 11,302 946.54 22,556 11,527 946.55 22,600 11,753 946.56 22,645 11,979 946.57 22,690 12,206 946.58 22,735 12,433 946.59 22,780 12,660 946.60 22,824 12,888 946.61 22,869 13,117 946.62 22,914 13,346 946.63 22,959 13,575 946.64 23,004 13,805 946.65 23,048 14,035 946.66 23,093 14,266 946.67 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 9/19/2022 HydroCAD®10.10-7b sln 01341 ©2022 HydroCAD Software Solutions LLC Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 948.04 29,382 50,454 948.05 29,429 50,748 948.06 29,476 51,042 948.07 29,523 51,337 948.08 29,569 51,633 948.09 29,616 51,928 948.10 29,663 52,225 948.11 29,710 52,522 948.12 29,756 52,819 948.13 29,803 53,117 948.14 29,850 53,415 948.15 29,897 53,714 948.16 29,944 54,013 948.17 29,990 54,313 948.18 30,037 54,613 948.19 30,084 54,914 948.20 30,131 55,215 948.21 30,178 55,516 948.22 30,224 55,818 948.23 30,271 56,121 948.24 30,318 56,424 948.25 30,365 56,727 948.26 30,412 57,031 948.27 30,458 57,335 948.28 30,505 57,640 948.29 30,552 57,945 948.30 30,599 58,251 948.31 30,645 58,557 948.32 30,692 58,864 948.33 30,739 59,171 948.34 30,786 59,479 948.35 30,833 59,787 948.36 30,879 60,095 948.37 30,926 60,404 948.38 30,973 60,714 948.39 31,020 61,024 948.40 31,067 61,334 948.41 31,113 61,645 948.42 31,160 61,957 948.43 31,207 62,268 948.44 31,254 62,581 948.45 31,301 62,893 948.46 31,347 63,207 948.47 31,394 63,520 948.48 31,441 63,835 948.49 31,488 64,149 948.50 31,535 64,464 948.51 31,581 64,780 948.52 31,628 65,096 948.53 31,675 65,413 948.54 31,722 65,729 948.55 31,768 66,047 948.56 31,815 66,365 948.57 31,862 66,683 948.58 31,909 67,002 948.59 31,956 67,321 948.60 32,002 67,641 948.61 32,049 67,961 948.62 32,096 68,282 948.63 32,143 68,603 948.64 32,190 68,925 948.65 32,236 69,247 948.66 32,283 69,570 948.67 32,330 69,893 948.68 32,377 70,216 948.69 32,424 70,540 948.70 32,470 70,865 948.71 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* Latitude: 45.2983°, Longitude:-93.7902°ME Elevation: ft** 'source: ESRl SRI Maps *' source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Pence, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, 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 (0.307-0.462) (0.359-0.541) (0.445-0.674) (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 1.80 1.96 10-min (0.450-0.676) (0.526-0.792) (0.652-0.987) (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 (0.548-0.824) (0.641-0.966) (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 4.12 4.54 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-day 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) 3.07 3.51 4.29 4.99 6.02 6.87 7.77 8.74 10.1 1L2 3�lay (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 PIMP 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.........................................to 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 7tn 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 MPCA. 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. 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IN II =_® 41' vri it I - - 311 I R 2X eEo V� mom ¢ III I III N _ IIII amll>>z> 3x I 1 �A £aT5 < III a II m�z A� Z@ r.e - co1>1 l III io - mn41 3i m =ammo 3>0 _ =oN N _'oo Wm _ III i. a a l o3>a0 �X - ooX \mm>z_ aX - _ UX \61gmil m m� _ m rcv a a U`w= III�aM'>= o�Q= MA =® MmI ZN IllIoF 3 Ilm mL =I m� m o l a� N �o — m a N II II wwo man >z dM :wma Wo x mm m gr, mo m M M No -z. V® U -o U;Imo ry Vbll IINII IN® U�JI Iml z> M qIFps I - wz BA - -zo �® 3u Ix - - zN -- III I•m �I ¢ N 6mp'Aimn 8LS6££\Wa NV7d\`JNNtl 1NION3\6156££\31tlAINd\ N —o , - ZZ '.£ d, 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/l/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 MNR100001 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/ for the Minnesota Pollution Control Agency Questions on this permit? Contact eServices at 651-757-2728 or 1-844-828-0942 wq-strm2-80a 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 R100001 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 R100001 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 R100001 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 R100001 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 vegetation. [Minn. R. 7050.0186. SUbp. 1a.Bl APPENDIX D County Soil Survey Geotechnical Report Atlas 14 Rainfall Depth Table Surface Waters Map z z v 7 o> F a v OOL9109 00990; 0099W9 OOb9105 0069 OOZ9105 DMIN N M M..6S.97 0£6 M,.6S,9, o£6 O O N .4� a 40 C 4 7 C g U) T '— _ N 05 O ) Q CL 00 N v a .. > aj = g 0 ro 52 c _ E y 0 a q C a L � o z� Z U M.,6b.Lb o£6 I M,.6b db o£6 Q OOL9109 0099109 0059109 09b960S 0M£9M,3 00Z910S OOM09 z z `v � a F v 0 Z LU 0 LU J a a E 0 U L a ° 'o (n y @ O UO Co U ? EO) CL @ as @ N EC y ° 0 O 93 m O- O C a N m L o E M Q > w o c > Q C ° coa c -a n a T Q LO.m O 91 y E . E nO ° 9s m.L m E C H y cri N y (n 0 nE� E ° ° c p ° a C, O N C O U c LUE .-0 . O N to @ m � L h ° w m > y 3 c 9) E � Q � E >O -° -° N CA Q_ cu O O E _ V N ° > 7 N a ` di mC m �°n .0 0 _0 U')O a U)E � a�i C� ° Za Z Oo CagN E a Q 0 U) a N:2 9) >i a O > m E 0 w mm(Do23L9s° L M L C °' to C, Q N c 0 0 0 L m v@ °y c o w 3 Mtn m o fl u;Co 3 i T O U O L CL O co E T m E O u°i Z O(D@ 0 O V n O c E? 3v,vorn -a o .y0.. m cyv.0°m a y > V O O a) 0C 3 0 N w 3 3 J O N Q U) y C Q C CoN >> > N L y .� L O Q ° @ ZEE L U a>camo :CP03 N y a°i:? id @ ° O m O N O "a'c D M 16 T 2 7 U 7 .L 7 0 a E �E (n a? o-9s E N o° �Q a0 N m m a �a o N 3 N U In .2 .2 .0 C i m O_ O_ > 3 >' �� 9) 00 � N al m j L O 2 N U w y O w N E f09 � a E (n�U aaQ M H 0 <n<n <n 0 H 0 S i y acc 6 c LL U m - t a rn N N a m N N O Na C J O N O O co L o CL O Z N L_ y L N N l `o m U m fn In O _ M CO O W c Z) J Q a O N } * ;, l a j [ � � m N C o y w a m� o 9 o 0 Q ca U) y a J a w E Z m a 3 m N 'o a ° a ° a Q1O A N t6 N U N Ci c O C 2 O o o w � o U) N O U. 3 3 O T U N N > N > = 'o a N t i O N 0 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 CL pq Q M N M N w O O N N n O) 9s a N O Z � 7 > o ° U) n _a O U m 0 Soil Map —Wright County, Minnesota Map Unit Legend 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 18tn 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 *ea"mAET. 01 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 AAMEMICAN 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 N Preliminary Report of Geotechnical Exploration WIHA Tool, Monticello, Minnesota June 27, 2022 AAMEMICAN 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 dent 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, Mi a. 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 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 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 en d 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 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 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 exteI elow ndation grade, the excavation bottom and resultant engineered fill system mused 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 AAMEMICAN 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 ase 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 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 (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 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 sub^se 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 Section Thickness (inches) and Design Mix Light Duty Heavy Duty Areas Pavement Course (Automobile Traffic Only) Bituminous Wear 2 - (Mix: 2 - (Mix: SPWEA330F*) SPWEA340F*) Bituminous Base 2 - (Mix: 2'/2 - (Mix: SPWEB340 PNWB330F*) Aggregate Base (MnDOT 3138 — 100% 6 8 Crushed Sand Subbase** 12 AMERICAN *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 le n the en minimum thicknesses. Imported aggregate base should rIWet 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 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 AAMEMICAN 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 considered when 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 ows 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' f 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 foundation 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 ifica 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 r 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 AM ER ICAN 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 lei 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. l 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. UNIFIED SOIL CLASSIFICATION SYSTEM AMERICAN A ASTM Desi nations: D 2487 D2488 g 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.1 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 M.Q soil is a CL-ML silty clay. KIf soil contains 15 to 29% plus No. 200 Highly organic Primarily organic matte ark a soil in color, and organic 'n /IV 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 group name. a 21% 1 Y. 100 4 10 20 40 60 140200 . o MIf soil contains >30% plus No. 200, ° e then predominantlygravel, add " ravel' 20 -20) Q 40 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 PPl plots on or above "A" line. V QPl plots below "A" line. 40 D. 2.5m m 0 'Fiber Content description shown below. a 20 wa 60 G� MH DR OH a Duo = 0.075mm ao 4 ML DR OL �.. . 0 0 16 20 30 40 50 60 70 BO 90 100 110 PARTICLE SIZE IN MILLIMETERS LIQUID LIMIT(LL) Cu D = 15 =21 Duo 0.075 C,=��= 2_5= D� D 0.0]5x15-5.6 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 orb 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'/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 Boring Locations June 2022 SCALE DRAWN BY CHECKED BY AM E R ICAN 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 IN Surface Elevation 96.7 GEOLOGY N MC SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL o-#20 FEET MATERIAL DESCRIPTION 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— 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 IN Surface Elevation 99.8 GEOLOGY N MC SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL o-#20 FEET MATERIAL DESCRIPTION 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— SAND, a little gravel, fine to medium grained, moist, medium dense (SP) 8 SS 12 9 l0 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 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— SAND, a little gravel, fine to medium grained, brown, moist, medium dense (SP) 8 SS 12 9 l0 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 d 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 N MC SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL o-#20 FEET MATERIAL DESCRIPTION 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— 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 (SM) 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 ]0 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 AM ER ICAN 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 en' 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. al 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* Latitude: 45.2983°, Longitude:-93.7902°ME Elevation: ft** 'source: ESRl SRI Maps *' source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Pence, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, 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 (0.307-0.462) (0.359-0.541) (0.445-0.674) (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 1.80 1.96 10-min (0.450-0.676) (0.526-0.792) (0.652-0.987) (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 (0.548-0.824) (0.641-0.966) (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 4.12 4.54 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-day 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) 3.07 3.51 4.29 4.99 6.02 6.87 7.77 8.74 10.1 1L2 3�lay (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 PIMP 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 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 nq�� DR $p 4 y c°'y►y ��FRsr 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 SIp \ �nOOKDR LOCATION i I WOOD`'�� 15 f SCP±OOL SLVD 6DDTH 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 ISTNE Helm �s+� �SZ Pioneer yCem:r yob x p C 877N 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 7th 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\Does\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\Does\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\Does\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\Does\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\Does\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 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 5.2(E)(27) than 10,000 SF Retail Commercial Uses (other) Buildings Over F I C P P 5.2(E)(27) 10,000 SF P P Specialty Eating 7] C P 5.2E 28 Establishments C C C Vehicle Fuel Sales C 5.2E 29 Vehicle Sales and Rental 5.2E 30 Veterinary Facilities C 5.2E 3 I Rural C C Veterinary Facilities C 5.2E 31 (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 Planning Commission Agenda—11/01/2022 3A. Consideration of 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. licant: James & Yassa Kimber Prepared by: Community & Economic Meeting Date: Council Date (pending Development Coordinator 11/01/22 Commission action): 11/14/22 Additional Analysis by: Community Development Director ALTERNATIVE ACTION: 1. Motion to recommend approval of a one-year extension (November 22, 2023) of the Conditional Use Permit for thesubject property to allow a Group Residential Facility, Multi -Family in an R-2 (Single and Two Family) Residential District as approved on November 22, 2021, subject to the original conditions of approval. 2. Motion to recommend denial of an extension based on findings to be made by the Commission. 3. Motion to table action on the extension, subject to additional information fromstaff and/or the applicant. REFERENCE & BACKGROUND: Property_ Legal Description: West % of Lot 9, and Lots 10, 11, and 12, Block 39, Original Plat of Monticello Address: 530 W Broadway Street, Monticello, MN 55362 PID: 155-010-039100 Request: One-year extension of previously approved Conditional Use Permit for a group residential facility, Multi -Family in an R-2 Zoning District. Land Use Designation: Mixed Neighborhood Zoning Designation: R-2, Single and Two -Family Residential District Overlays/Environmental Regulations Applicable: NA Current Site Uses: Attached Residential 1 Planning Commission Agenda—11/01/2022 Surrounding Land Uses: North: R-2 Single and Two Family East: R-2 Single and Two Family South: R-2 Single and Two Family West: R-2 Single and Two Family Per Section 2.4(D)(8) of the City's zoning ordinance, Conditional Use Permit approvals expire if a building permit has not been issued within one (1) year of the date of the Conditional Use Permit approval. However, the ordinance does allow an extension of up to one (1) year with a written request by the applicant showing good cause. On November 22, 2021, the City Council approved a Conditional Use Permit to allow a Group Residential Facility, Multi -Family at the above -noted property. At this time, no building permits have been issued related to the Conditional Use Permit at the noted property. Construction pricing and lending have influenced the applicant's ability to commence the CUP use within the one-year timeline. The applicant has expressed interest in continuing to pursue the Conditional Use Permit and has since provided City Staff a letter requesting a one (1) year extension. STAFF RECOMMENDATION: Staff recommends approval of the requested conditional use permit extension. A number of developments and projects are facing increased construction and financing costs impacting their intended timelines. Staff continue to support the conversion of this site into a more compatible residential use for the neighborhood, subject to the original conditions assigned at approval. SUPPORTING DATA: A. Aerial Image B. Extension Request C. Original Staff Report and Exhibits 2 Community and Economic Development 10/11/2022 City of Monticello, MN 55362 Request for a year extension of conditional use permit Hello; We are writing to kindly request a year extension for the conditional use permit for the below address. We couldn't get the ball rolling right away, due to some miscalculations of the project estimate. We are in the process of finding an institution to finance the project. We strongly believe the project is a good fit for the neighborhood and can't wait to see it operating. Thanks James and Yassa Kimber is & Y Real Estate LLC 530 W Broadway St, Monticello, MN 55362 f � City Council Agenda: 11/22/2021 2G. Consideration of request for Conditional Use Permit for Group Residential Facility, Multi -Family in an R-2 (Single and Two -Family) Residence District. Applicant: Kimber James & Yassa Prepared by: Meeting Date: ❑ Regular Agenda Item NAC, Community Development Director 11/22/2021 ® Consent Agenda Item Reviewed by: Approved by: Chief Building Official, Community & City Administrator Economic Development Coordinator, Project Engineer Motion to approve the Conditional Use Permit for Group Residential Facility, Multi -Family for up to 12 persons at 530 West Broadway, based on findings in Resolution No. PC 2021-043, and the conditions of approval as required in the ordinance and in Exhibit Z. The Planning Commission recommended approval of the CUP unanimously. REFERENCE AND BACKGROUND Property: Legal Description: West 1/2 of Lot 9, and Lots 10, 11 and 12, Block 39, Original Plat PID: 155-010-039100 Planning Case Number: 2021-041 Request(s): Conditional Use Permit to establish a four -unit building in the R-2 Zoning District. Deadline for Decision: December 3, 2021 (60-day deadline) February 1, 2021 (120-day deadline) Land Use Designation: Mixed Neighborhood Zoning Designation: R-2, Single and Two -Family Residence District Overlays/Environmental Regulations Applicable: NA Current Site Uses: Attached Residential Surrounding Land Uses: North: R-2 Single and Two Family East: R-2 Single and Two Family City Council Agenda: 11/22/2021 South: R-2 Single and Two Family West: R-2 Single and Two Family Project Description: The applicants have requested a Conditional Use Permit to allow the conversion of the existing structure (a former funeral home) on the property into a group residential facility. The converted dwelling is intended to be used as a group home which will have a maximum of 12 beds. The applicants refer to the term "assisted living facility," however, under the City's definitions, this use would be a "Group Residential Facility, Multi -Family," or more commonly referred to as a group home. In addition to the bedrooms, other facility features proposed by the applicants include the following: • Half baths in each room • Tub/shower rooms on each floor • Exercise room • Nursing station • Conference room • Office space • Basement laundry facilities • Expanded parking area • Outdoor patio All proposed structure modifications are proposed to take place within the current footprint of the existing home/structure. ANALYSIS: Lot Area Requirement. The subject site is zoned R-2, Single and Two -Family Residence District. Within R-2 Districts, Group Residential Facilities, Multi -Family are subject to conditional use permit processing. City Council Agenda: 11/22/2021 BASE ZONINGDISTRICTS Residential Districts Business Districts Low Residential Densities B-1 Medium Residential Densities CCD T-N Industrial Districts R-2 IBC R-PUD 1-1 . • - _�� III//••II��,�� j r� /�� ♦ I The standards for Group Residential Facilities are found in Section 5.2 (C)(3): (b) Group Residential Facility, Multi -Family (i) Group Residential Facility, Multi -Family shall require authorization through a conditional use permit following the provisions of Section 2.4(D) of this ordinance, subject to the following conditions: 1. Density of residents shall equal no more than one person per 520 square feet of total net livable area in the principal dwelling. 2. Living accommodations for on -site resident staff shall be deducted from the principal dwelling square footage for purposes of determining density in (1) above. 3. The property shall be developed to provide 2 off-street parking spaces for staff and one space per 3 residents for visitors. 4. Parking areas shall be paved with concrete or bituminous surface and shall meet all other standards of parking lot design in this ordinance, with the exception that the use shall be exempt from curb requirements. 5. The property shall maintain a minimum of 30% landscaped green space based on the gross area of the property. 6. The building shall be designed and constructed to be consistent with the architectural character of the neighborhood in which it is located. Site Modifications. The subject property is not expected to change substantially as a result of the internal reconfiguration. Currently, the property is served by a primary driveway along the west side of the property that provides access to a rear yard area dominated by an attached City Council Agenda: 11/22/2021 garage and paved parking area. The driveway continues around the structure to another curb cut on the east side of the property. Green space on the site is proposed much as it exists and is limited to the front yard adjacent to Broadway and a small strip of landscaping between the west fagade of the building and the existing driveway. As noted in the section cited above, a minimum of 30% green space is required for facilities of this type. According to the applicant's narrative, an expansion of the site's parking area at the rear of the site is proposed as part of the "redoing" of the lot. A substantial amount of impervious coverage exists on the parcel as a result of both the size of the existing structure and extensive paved area which dominates the side and rear yards. One option investigated by staff involved the potential removal of the some of the existing concrete driveway along the east side of the structure, replacing this with green space. The current driveway is constructed to cover the entire side yard. It is noted that this driveway is ramped to provide emergency access to the living spaces in the structure. While this change would have the effect of increasing green space, it appears that the driveway is important to retain to ensure that access. Instead, staff encourages the applicants to review site plan as to the minimum area needed for parking and circulation area, with the remainder of the site made green space and landscaping. At the current ratio, the site is "grandfathered"; any increase in green space would be welcomed as a reduction in that non -conforming condition. The applicant has provided a revised site plan demonstrating additional green space on the site in compliance with the noted condition. State Licensing Requirements. The applicants will need to document their licensing and/or registration according to any applicable State and local/County requirements as a condition of approval. Building Requirements. The City's ordinance requires a minimum of 520 square feet of net building area per resident. The structure has approximately 4,600 square feet on the main floor (not including the garage), another 1,800 square feet on the second floor, and a lower -level conference room of approximately 250 square feet, an overall net total of more than 6,600 square feet. At the required 520 square feet, the structure would accommodate 12.7 residents. The building department notes that the change of occupancy may result in a requirement that the building add a fire suppression system. The applicants have indicated that they are working with their architect to make the appropriate improvements to the building, including fire suppression as a part of their remodeling. I. Budget Impact: The applicant has submitted a fee and escrow to cover the expenses associated with the request. City Council Agenda: 11/22/2021 II. Staff Workload Impact: Limited to review and preparation of the staff reports. III. Comprehensive Plan Impact: The proposed subdivision and combination remains consistent with the land use designation for the district and supports housing opportunity consistent with Monticello 2040's goals for "Complete Neighborhoods" and the goal of providing a full range of housing options for the diverse needs of the community. PLANNING COMMISSION REVIEW AND RECOMMENDATION The Planning Commission reviewed the request for Conditional Use Permit and held a public hearing on the CUP on November 1, 2021. The Commission inquired as to the existing use of the property. Staff explained the building includes residential units on the upper floor but had also previously been used for office commercial purposes on the main level. Prior to those uses, the site was a funeral home. During the public hearing, an adjacent property owner addressed the Commission. Diane Herbst of 301 Front Street asked if the applicant were to change the type of group home from senior living, would it have to be reapproved. Staff clarified that the conditional use permit request is specifically for disabled adults and seniors. If this were to be changed, it would require an amendment to the conditional use permit. The permit also specifically identifies the square footage required for the number of persons in the facility. No other public was present to address the Commission on the request. Following the hearing and discussion, the Planning Commission recommended approval of the Conditional Use Permit unanimously. STAFF RECOMMENDED ACTION Staff is supportive of the proposed use of the property. In consideration of the submitted application materials, staff believes the site (and neighborhood) will benefit from the redesign and resurfacing of the off-street parking area. As part of such effort, staff recommends that an attempt be made to reduce the amount of impervious surface area upon the site. With the preceding in mind, Staff recommends approval of the Conditional Use permit subject to the conditions listed in Exhibit Z. SUPPORTING DATA A. Resolution 2021-043, Conditional Use Permit B. Aerial Image C. Applicant Narrative, 10/12/21 D. Site Plan City Council Agenda: 11/22/2021 E. Floor Plan F. Revised Site Plan G. Monticello Zoning Ordinance, Excerpts Z. Conditions of Approval EXHIBIT Z CONDITIONAL USE PERMIT GROUP RESIDENITAL FACILITY FOR UP TO 12 DISABLED ADULT SENIOR RESIDENTS IN AN R-2 DISTRICT 530 WEST BROADWAY 1. The submitted site plan shall be modified to illustrate any possible reduction in impervious surfaces, and replacement with landscaped lawn and trees/shrubs. The applicant has provided a revised site plan to demonstrate compliance with this condition. 2. All applicable State licensing requirements for the proposed "group home" use shall be satisfied. Proof of State licensing shall be provided to the City prior to construction. 3. Recommendations of the City Engineer. 4. Recommendations of Building Department staff. 5. Comments and recommendations of other Staff and Planning Commission. CITY OF MONTICELLO PLANNING COMMISSION WRIGHT COUNTY, MINNESOTA RESOLUTION NO. PC-2021-043 RECOMMENDING APPROVAL OF A CONDITIONAL USE PERMIT FOR A GROUP RESIDENTIAL FACILITY, MULTI -FAMILY, IN AN R-2, SINGLE AND TWO FAMILY RESIDENCE DISTRICT, ADDRESS: 530 BROADWAY STREET PID: 155-010-039100 WHEREAS, the applicant has submitted a request to remodel an existing structure to accommodate up to twelve senior adult residents in a licensed group home; and WHEREAS, the site is zoned Single and Two Family Residence District (R-2) and, which allows such use by Conditional Use Permit; and WHEREAS, the proposed use and development are consistent with the Comprehensive Land Use Plan designation of "Places to Live" for the area; and WHEREAS, the applicants have provided materials documenting the proposed layout of the improvements to the existing building; and WHEREAS, the exterior dimensions of the proposed building will not be affected by the proposed remodeling; and WHEREAS, the residents will result in a total occupancy of the building that is similar to other allowed uses in the R-2 District; and WHEREAS, the residents are under the care of staff and are not likely to significantly increase traffic in the neighborhood; and WHEREAS, the Planning Commission held a public hearing on November 1st, 2021 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution; and WHEREAS, the Planning Commission of the City of Monticello makes the following Findings of Fact in relation to the recommendation of approval: 1. The applicant has provided building plans that, subject to review by the City's Building Department, will demonstrate adequate compliance with various applicably Zoning Ordinance, Fire Code and Building Code requirements. 1 CITY OF MONTICELLO PLANNING COMMISSION WRIGHT COUNTY, MINNESOTA RESOLUTION NO. PC-2021-043 2. The applicant can provide adequate site plan documentation of compliance with the relevant aspects of the City's Zoning regulations related to Group Residential Facilities, Multi -Family. 3. The applicant will revise site planning to retain and/or increase impervious surface and green space on the property. 4. The building is a large structure which will accommodate the proposed use without crowding the subject property or neighboring parcels. 5. The site appears adequate to accommodate vehicular traffic and parking, as well as open space and other requirements to accommodate the use. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota, that the Planning Commission hereby recommends that the Monticello City Council approve the Conditional Use Permit for a Group Residential Facility, Multi -Family, subject to the conditions identified in Exhibit Z of the Staff report, as listed below: 1. The submitted site plan shall be modified to illustrate any possible reduction in impervious surfaces, and replacement with landscaped lawn and trees/shrubs. 2. All applicable State licensing requirements for the proposed "group home" use shall be satisfied. Proof of State licensing shall be provided to the City prior to construction. 3. Recommendations of the City Engineer. 4. Recommendations of Building Department staff. 5. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 1st day of November, 2021 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO P NNING COMMISSION By: 4 Pau onsor, Chair 2 CITY OF MONTICELLO PLANNING COMMISSION WRIGHT COUNTY, MINNESOTA RESOLUTION NO. PC-2021-043 ATTEST: i Angela Schu n, ommunit Development Director Js & Y Dedicated Healthcare services LLC. The proposed Assisted Living facility will be remodeled, owned, and operated by the proposed applicants. The proposed applicants are licensed bachelor RN nurse with 18 years of experience in health care service and a certified nursing assistant with 14 years of experience in health care service. Both applicants have worked at reputable workplaces. Js & Y Dedicated Health Care Service's mission is to maximize the highest quality of life of senior's citizens and those with disabilities in need of assisted living or congregational living facilities. By providing individualized, high -quality care facilities that promote a safe, healthy, and caring environment. And to protect, advocate, and enhance everyone's health in our community by delivering holistic care that will meet their physical, spiritual, and mental needs. The proposed building will be remodeled and use as an assisted living facility with 12 single -occupancy units/ beds. And will have supporting common areas to meet the needs of each resident in our community. When the remodeling is completed, the proposed facility/ assisted living will be approximately 6120 square feet in size. The estimated cost to remodel the building is roughly $400,00 00, provided by community bank. This Assisted Living Facility project is consistent with the zoning code of Monticello, wright county, as a residential/multifamily housing. At the final analysis, this economic development in wright County will provide non -seasonal and add good -paying jobs that will strengthen the health of wright County and its surroundings. When the remodeling is completed and entirely operated, Assisted Living Facility will add approximately ten full-time and five part time equivalent jobs and more than $280,500.00 in annual wages and compensation to the local economy of Wright County. The Assisted Living Facility will be an essential community facility when completed and fully occupied. The facility will operate and run with 15 staffs. The 12 units will allow residents to live in their room within the Assisted Living Facility and give them the ability to gather in the common areas around for meals or social activities. The facility will also have one functional elevator that enables our residents to move from the lower floor to the upper floor safely. And the portion of the property that does not have a fence will be fenced using a chain link, wood, or steel (one side and the back of the yard). We will provide nursing services, Social and recreational activities. Our intention for the community is for this Assisted Living Facility to meet the desire needs of the residents we will serve. This Facility will be an assisted living facility designed and operated by dedicated licensed staffed and will be licensed to provide daily living and health care assistance to its elderly residents. There will be approximately ten parking spaces for the residents, employees, and visitors after the remodeling. The Assisted Living Facility will have a Business Plan for Wright County and the surrounding areas to provide exceptional and reliable care at an affordable price, implementing "best practices" to enrich the quality of life for the residents served. Js & Y Assisted Living Facility will focus on providing assisted living services at the 12-unit facility. In compliance with Minnesota Department of Health licensing for Assisted Living Facilities. Our services will include but not limited to the follow: Twenty-four (24) hours a day access to medical staff/personnel. This will include nurses and other medically trained staffs who will be on -site 24 hours a day in an emergency, provide medication management, and supervise daily living activities. Nursing staff will make rounds and be aware of the resident's general whereabout. The number of personnel will be proportional to the occupancy level of the facility. Staffs will include a Register nurse, licensed practical nurse, administrator, certified nurse assistants, personal care attendants, a health/wellness director, an activity director, a food service manager, cooks, and maintenance personnel. Assistance will be given as needed to the resident who needs help with activities of daily living, such as dressing, bathing, and using the bathroom, eating, a reminder to take medicine, medication set up, setting up appointments and getting them to their appointments when needed. The facility will also incorporate a health and exercise program. The facility will provide Three meals a day in a central dining area for meals or eat in their rooms. There will be one full-size kitchen, which will be located on the lower floor. Each level will contain an area with sink, refrigerator, coffee maker and microwave. The facility will also provide transportation to local medical facilities and businesses and surrounding hospitals when needed. The Assisted Living Facility will include activities and other components necessary to enrich residents' quality of life. We want to assure the city of Monticello, Wright County, that we both have long years of experience in the health care industry, which has fully equipped and prepared us to provide the best quality service in Wright County and its surroundings. We want to thank the City of Monticello for giving us that opportunity to serve its residents and the surroundings. CORE VALUES To provide a safe environment for clients and meet their physical, mental, spiritual, and health needs to those we serve. To hire and train qualified and ethical staff members to ensure the quality of care exceeds our peers. To make a profit through the quality of care that we provide. There will be no changes to the following natural features such as the woodlands, wetlands, and shorelines. There will be no changes to the site landscaping and screening plants, such as trees and shrubs. The number of employees on site during any given shift will vary. There will be about 1 to 4 staffs during any given shift. ON 3 a a I v 3 a d O L M 0 M a 3 0 0 L m 0 M L0 N a C N U- 1 SI TE SCALE: - SHRUBS: 18 �... X ..Xx.. x x X i x / X X Xx X X x X l x X x xA X n XX Xx \ X ` X x xX 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 UN$VE E LAWS OF THE S;�T� C 50TA. lztv\M SI ATURE OOC LEPE T PRINT" � i 13669 V %60TE W W tJ') O M V) Copyright 2021 Leonard Lampert Architects Inc. Project Designer: Drawn By: Checked By: ILL Revisions SITE PLAN Sheet Number Project No. 210916-1 v� 3 N Q I 0 3 O P m 0 PO Ln 0 0 0 0 14) Ln E 0 C a) L- NOTE TO CONTRACTOR: VERIFY ALL EXISTING CONDITIONS PRIOR TO CONSTRUCTION. I N". IN" JI I I I I I I JI I " J AT CONFERENCE & EXIST, RESTROOMS 1 BASEMENT FLOOR PLAN A2 SCALE: 1/8" = 1'-0" = NEW CONSTRUCTION = EXISTING CONDITION 0 = =f = 0 = TO BE DEMOLISHED ACCESSIBLE ENTRANCE WITH AUTOMATIC SLIDING DOOR r 0aKTM i'&11140 ( I I I I I I I III II UP \/ T ADMIN (ACCESSIBLE) 11'8"x8'S„ L—LE DIN I I J SHADED AREAS INDICATE 1 HOUR FIRE RATING REO'D 2 FIRST FLOOR PLAN A2 SCALE: 1/8" = 1'-0" 56 Rd&S Q0 O L'SHOWR 10'3x13'2" J6*x60' RECONFIGURE EXISTING DOOR TO SWING IN DIRECTION OF EGRESS J 3 SECOND FLOOR PLAN A2 SCALE: 1/8" = 1'-0" INFILL EXIST. WINDOW NEW WINDOW 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 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 UNXSOTA. E LAWS OF THE S;�E oYM SI ATURE LE PE T PRINT 13669 v LIC �TEO ' F— LU W ne tA O rn L ) Copyright 2021 Leonard Lampert Architects Inc. Project Designer: Drown By: Checked By: ILL Revisions FLOOR PLANS Sheet Number I, II i Ill l I Project No. 210916-1 ON 3 a a I v 3 a d O L M 0 M a 3 0 0 L m 0 M L0 N a C N U- 1 SI TE SCALE: - SHRUBS: 18 �... X ..Xx.. x x X i x / X X Xx X X x X l x X x xA X n XX Xx \ X ` X x xX 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 UN$VE E LAWS OF THE S;�T� C 50TA. lztv\M SI ATURE OOC LEPE T PRINT" � i 13669 V %60TE W W tJ') O M V) Copyright 2021 Leonard Lampert Architects Inc. Project Designer: Drawn By: Checked By: ILL Revisions SITE PLAN Sheet Number Project No. 210916-1 CHAPTER 4: FINISHING STANDARDS Section 4.8 Off-street Parking Subsection (E) Standards Applicable to All Uses Residential Uses 2.0 spaces for each dwelling unit 2.0 spaces for each dwelling unit 2.5 spaces for each dwelling unit, of which two (2) must be enclosed, plus Detached Dwelling Duplex Townhome one (1) guest parking space for every four (4) units Multiple Family 2.5 spaces for each dwelling unit, of which two (2) must be enclosed, plus In general one (1) guest parking space for every four (4) units, or as may otherwise be specified in the zoning district Reservation of area equal to 1.0 space per unit Senior housing Initial development shall require only 0.5 spaces per unit, and said number of spaces may continue until such time as the City Council considers a need for additional parking spaces has been demonstrated Group Residential Facility, Single 2.0 spaces for each three persons for whom sleeping accommodations are Family provided Group Residential Facility, Multi- 2.0 spaces for each three persons for whom sleeping accommodations are Family I provided Manufactured Home 2.0 spaces per manufactured home Civic and Institutional Uses MMM 5.0 spaces for each acre of park over one (1) acre; two (2) spaces per acre Active Park Facilities (public or for playgrounds; and ten (10) spaces for each acre of play field private) When a public recreation site has more than one (1) use designation, the areas must be divided for determining the required parking 0.5 spaces for each assisted living unit (a required half space shall be Assisted Living Facilities rounded up) Baseball Fields, Stadium 1.0 space for each eight (8) seats of design capacity Cemeteries See Parking Schedule #2 [Section 4.8(H)(3)] Clinics/Medical Services 4.0 spaces for each one thousand (1000) square feet 2.0 spaces per each bed Hospitals Nursing/Convalescent Home 4.0 spaces plus one (1) for each three (3) beds for which accommodations are offered Passenger Terminal 8.0 spaces plus one (1) additional space for each eight hundred (800) square feet of floor area over one thousand (1000) square feet Passive Parks and Open Space See Parking Schedule #2 [Section 4.8(H)(3)] Public Buildings or Uses 10.0 spaces plus one (1) for each one hundred fifty (150) square feet in excess of two thousand (2000) square feet of floor area in the principal structure City of Monticello Zoning Ordinance Page 301 CHAPTER 5: USE STANDARDS Section S. i Use Table Subsection (A) Explanation of Use Table Structure Use Types "P" = Permitted .. Conditionally. Permitted • , "I" = Interim Permitted Residential Uses 5.2(C)(1) Attached Dwelling Types 5.2(C)(2)(a) - Duplex p C 5.2(C)(21(b) 5.2(C)(21(c) 5.2(C)(21(dl - Townhouse C p - Multiple -Family C P C C Detached Dwelling p p p p p p None Group Residential P P P P P 5 2(C)(3) Facility, Single Family Group Residential C C C 5.2(C)(3) Facility, Multi -Family Mobile & Manufactured Home Park C C C P C 5.2(C)(4) Civic & Institutional Uses Active Park Facilities (public) P P P P P P P P P P P P p p p None Active Park Facilities P P P P P P P 5.2(D)(1) (private) Assisted Living Facilities C P C C P 5.2 D 2 Cemeteries C C C C C C C 5.2 D 3 Clinics/Medical Services C p p C None Essential Services p p p p p p p p p p p p p C p p None 5.2(D)(4) Hospitals C p p Nursing/Convalescent C C C C C C C C C P P 5.2(D)(5) Home Passenger Terminal C C C C None Passive Parks and Open P P P P P P P P P P P P p p p None Space Place of Public Assembly C C C C C p C 5.2 D 6 Public Buildings or Uses C C C C C C C P C C P P C P P 5.2 D 7 Public Warehousing I I I 5.2(D)(8) Temporary Schools, K-12 C C C C C C I I 5.2 D 9 Schools, Higher None Education C Utilities (major) C C C 5.2 D 10 City of Monticello Zoning Ordinance Page 359 CHAPTER 5: USE STANDARDS Section 5.2 Use -Specific Standards Subsection (C) Regulations for Residential Uses (iii) Private driveways for garages in townhouse developments shall provide a minimum of twenty (20) feet worth of parking space which does not interfere with the use of public sidewalks or trails. (iv) Setbacks: 1. Buildings in townhouse developments shall be located at least twenty (20) feet apart and twenty (20) feet from the back of the curb of a private roadway. 2. The applicable setbacks required in the underlying zoning district shall be met along the perimeter lot lines of the development and along all public roadways. (d) Multiple Family (i) Development of a multiple family building shall be compatible with the existing and planned land use of the area and conflicts shall not be created between commercial and residential use and activities. (ii) If in the R-2 district, multiple family buildings shall be limited to four dwelling units. (iii) If in the B-2 District, multiple family buildings shall be adequately served by a collector or arterial street. (iv) If in the B-1, B-2 or CCD district, multiple family units shall be in the form of apartments or condominiums located above the first floor of the building, unless otherwise authorized to be on the first floor by a conditional use permit meeting the following additional standards: 1. The proposed site for residential use is consistent with the goals and objectives of the Downtown Revitalization Plan. 2. The proposed site does not interrupt the flow of commercial pedestrian traffic in the "CCD" district. 3. Density for ground floor residential units shall not exceed one unit per 9,000 square feet of lot area, exclusive of land area utilized by, or required for, permitted uses on the property. (v) Multiple family housing in the R-3, B-1, B-2 or CCD zoning districts shall be subject to the requirements found in Table 3-8 of Chapter 3.4 of this Ordinance. (vi) Multiple family housing in the R-4 zoning district shall be subject to the requirements found in Table 3-9 of Chapter 3.4 of this Ordinance. (3) Group Residential Facility (a) Licensed day care facilities qualifying as group residential facilities shall adhere to the following: City of Monticello Zoning Ordinance Page 369 CHAPTER 5: USE STANDARDS Section 5.2 Use -Specific Standards Subsection (C) Regulations for Residential Uses (i) No overnight facilities are provided for the children served. Children are delivered and removed daily. (ii) All state laws and statutes governing such use are strictly adhered to and all required operating permits are secured. (b) Group Residential Facility, Multi -Family (i) Group Residential Facility, Multi -Family shall require authorization through a conditional use permit following the provisions of Section 2.4(D) of this ordinance, subject to the following conditions: 1. Density of residents shall equal no more than one person per 520 square feet of total net livable area in the principal dwelling. 2. Living accommodations for on -site resident staff shall be deducted from the principal dwelling square footage for purposes of determining density in (1) above. 3. The property shall be developed to provide 2 off-street parking spaces for staff and one space per 3 residents for visitors. 4. Parking areas shall be paved with concrete or bituminous surface, and shall meet all other standards of parking lot design in this ordinance, with the exception that the use shall be exempt from curb requirements. 5. The property shall maintain a minimum of 30% landscaped green space based on the gross area of the property. 6. The building shall be designed and constructed to be consistent with the architectural character of the neighborhood in which it is located. (4) Manufactured Homes / Manufactured Home Park (a) Manufactured Homes in General All manufactured homes within the City of Monticello shall be built in conformance with the manufactured home building code and comply with all provisions of this ordinance. (b) Manufactured Home Parks Development of new manufactured home parks shall be encouraged to use the planned unit development (PUD) process to allow the City to vary or modify the strict application and requirements for manufactured home parks to more readily accommodate this type of development. However, absent development through a PUD, the following requirements shall apply: (ii) In General: 1. The minimum total manufactured home park area shall be five acres. 2. Each designated mobile home site shall not be less than 2,500 sf. Page 370 City of Monticello Zoning Ordinance CHAPTER 8: RULES & DEFINITIONS Section 8.4 Definitions Subsection (8) Lots GARAGE SALE: The sale of miscellaneous used items commonly associated with residential use. Garage sales shall not be for the sale of primarily a single commodity. The term "garage sale" includes "sidewalk sale," "yard sale," "basement sale," and "estate sale." GENERAL WAREHOUSING: Structures used for the storage or distribution of goods where there is no sale of items to retailers or the general public unless permitted as an accessory use to the warehouse. GRADING: Excavation or fill of material, including the resulting conditions thereof. GRADING, DRAINAGE AND EROSION CONTROL PERMIT: A permit issued by the municipality for the construction or alteration of the ground and for the improvements and structures for the control of erosion, runoff, and grading. Herein after referred to as "Grading Permit". GRADING, DRAINAGE AND EROSION CONTROL PLANS: A set of plans prepared by or under the direction of a licensed professional engineer. Plans are required to indicate the specific measures and sequencing to be used to control grading, sediment and erosion on a development site during and after construction as detailed in the City of Monticello "Plan Requirements and Design Guidelines". GREENHOUSE/CONSERVATORY: A structure, primarily of glass, in which temperature and humidity can be controlled for the cultivation or protection of plants GROUP RESIDENTIAL FACILITY, SINGLE FAMILY: A state -licensed facility, public or private, which regularly provides a planned combination of living conditions, services, and resources for the treatment, rehabilitation, training, supervision, or care of persons residing on the premises which falls into one of the following categories: 1) a state licensed residential facility serving six or fewer persons; 2) registered housing with services establishment serving six or fewer persons; 3) a licensed day care facility serving 12 or fewer persons, or 4) a group family day care facility licensed to serve 14 or fewer children. This term does not include any type of residential or non-residential facility for persons convicted of crimes, or for persons accused of crimes who are diverted to the facility before conviction; nor does it include a residential facility whose primary purpose is to treat juveniles who have violated criminal statutes relating to sex offenses or have been adjudicated delinquent on the basis of conduct in violation of criminal statutes relating to sex offenses. GROUP RESIDENTIAL FACILITY, MULTIFAMILY: A state -licensed facility, public or private, which regularly provides a planned combination of living conditions, services, and resources for the treatment, rehabilitation, training, supervision, or care of persons residing on the premises which falls into one of the following categories: 1) a state licensed residential City of Monticello Zoning Ordinance Page 489 CHAPTER 8: RULES & DEFINITIONS Section 8.4 Definitions Subsection (B) Lots facility serving between seven (7) and sixteen (16) persons, or 2) a licensed day care facility serving between thirteen (13) and sixteen (16) persons. This term does not include any type of residential or non-residential facility for persons convicted of crimes, or for persons accused of crimes who are diverted to the facility before conviction; nor does it include a residential facility whose primary purpose is to treat juveniles who have violated criminal statutes relating to sex offenses or have been adjudicated delinquent on the basis of conduct in violation of criminal statutes relating to sex offenses. GROWLER: A 64 fluid ounce (1.89 liter) container of beer that is made available for purchase at the brewery where it's produced. Said container is available for off -sale consumption only. HELIPORT: An area used or intended to be used for the landing and takeoff of helicopters, and may include any or all of the areas of buildings appropriate to accomplish these functions HEAVY INDUSTRIAL USE (see "HEAVYMANUFACTURING') HIGH RISK TREE: Any tree with structural defects sufficient to render the tree or part of the tree likely to fail and cause damage to persons, property, or other significant vegetation, as determined by a qualified arborist or other tree professional. HOME OCCUPATION: An occupation carried on in a dwelling unit by the resident thereof; provided that the use is limited in extent and incidental and secondary to the use of the dwelling unit for residential purposes and does not change the character thereof. HOOP BUILDING (see also "tarp garage'): A portable or permanently anchored structure defined mainly by a steel or PVC frame over which a cover made from plastic, tarp, or other similar type fabrics or materials is placed. HOSPITAL: A facility providing medical, psychiatric, or surgical services for sick or injured persons primarily on an inpatient basis, including ancillary facilities for outpatient and emergency treatment, diagnostic services, training, research, and administration, and services to patients, employees, or visitors. IMPERVIOUS SURFACE: 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 existed prior to development. Examples include rooftops, sidewalks, patios, parking lots, storage areas and concrete, asphalt, or gravel driveways or roads. Hoop Building Page 490 City of Monticello Zoning Ordinance Planning Commission Agenda: 11/01/22 3113. Consideration of Adopting Resolution PC-2022-050, a Resolution Finding the Acquisition of Land legally described as Lot 1, Block 1, Oakwood Industrial Park, V Addition by the EDA is Consistent with the Citv of Monticello Comorehensive Plan (Monticello 2040 Vision + Plan) Prepared by: Community Development Meeting Date: Council Date (pending Director 11/01/22 Commission action): NA Additional Analysis by: Economic Development Manager, Community & Economic Development Coordinator ALTERNATIVE ACTIONS 1. Motion to adopt Resolution PC-2022-050, a Resolution Finding the Acquisition of Land by the EDA is Consistent with the City of Monticello Comprehensive Plan (Monticello 2040 Vision + Plan). 2. Motion of other. .14"1.19►[ SALI01"MT41l"IfA39111Z1P7 The Planning Commission is asked to consider adopting a resolution finding that the acquisition of land by the Monticello Economic Development Authority (EDA) is in conformance with the City's Comprehensive Plan. The subject parcel is located along Fallon Avenue, just south of the Washburn Computer Group facility located at the corner of Chelsea Road and Fallon Avenue. The current owner of the parcel has determined that the parcel does not meet its own long-term development needs and is willing to sell the lot to the EDA to facilitate a planned warehouse expansion proposal by Washburn Computer Group. The EDA is acquiring the parcel as part of a combined land transaction with the current property owner, who will be entering into a preliminary purchase and development agreement for land in Otter Creek Business Park. Upon acquisition of the 1.46-acre parcel, the EDA and Washburn Computer Group will enter into an option agreement for their acquisition of this parcel for their future expansion. Washburn Computer has stated that this parcel is a crucial component of its proposed facility expansion footprint. The company would like to construct an approximately 43,000 square foot addition onto the south side of its current building and provide truck staging, turning, and loading areas on the Fallon Avenue site. A second phase building addition may also be possible on the site in the future. Planning Commission Agenda: 11/01/22 The Planning Commission previously reviewed the Washburn's proposed TIF District (1-44) and found its establishment in conformance with the Comprehensive Plan, which was established by the City Council and EDA in the spring of 2022 and includes the subject parcel. Washburn Computer Group's repair, warehousing and assembly are considered "Light Manufacturing", which is a permitted use in the 1-2 (Heavy Industrial) District. These uses occur within the existing building and will be continued as the principal uses in the expanded building, along with necessary office space. Washburn will submit a plat application to combine the parcels at a later date, which will come before the Planning Commission for recommendation. The City adopted its current Comprehensive Plan in 2020. Similar to the TIF District, the proposed acquisition meets the following goals and objectives of the Monticello 2040 Comprehensive Plan. o Growth & Change: Opportunity Areas: Within the Monticello 2040 Implementation chapter, this goal and policy encourages the City to grow from within, making efficient use of services already in place. The proposed project allows for the expansion of an existing business, including an adjacent vacant parcel, which are already served with public streets and utilities. The Light Industrial use is also consistent with the guided land use designation for the area. o Active Employment Centers: Land Supply and Employment Growth: The City's 2040 Plan recognizes the need to provide for places of employment in manufacturing and technology. Expansion of Washburn Computer Group's light manufacturing activity is directly consistent with this goal. o Business Attraction and Retention: Business and Employment Retention/Local Business Support: The 2040 Plan specifically cites a strategy calling for the support and facilitation of growth for companies that are expanding and adding employees, such as Washburn. STAFF RECOMMENDATION City staff supports Alternative #1 above. Acquisition and future conveyance of the property for industrial use is directly in support of the economic development goals of the 2040 Plan. 4110I91:491►Lci07_1%L1 A. Resolution PC-2022-050 B. Subject Parcel C. Monticello 2040 Vision + Plan and Downtown Small Area Plan, Excerpts 2 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2022-050 A RESOLUTION FINDING THAT THE PROPOSED ACQUISITION OF CERTAIN LAND FOR REDEVELOPMENT PURPOSES BY THE CITY OF MONTICELLO ECONOMIC DEVELOPMENT AUTHORITY IS CONSISTENT WITH THE CITY OF MONTICELLO'S COMPREHENSIVE PLAN WHEREAS, the City of Monticello Economic Development Authority (the "Authority") proposes to purchase certain property (the "Property") located at XXX Fallon Avenue in the City of Monticello, Minnesota (the "City"), and legally described in Exhibit A attached hereto, for the purposes of redevelopment; and WHEREAS, Minnesota Statutes, Section 462.356, subd. 2, requires the City Planning Commission (the "Planning Commission") to review the proposed acquisition or disposal of publicly owned real property within the City prior to its acquisition or disposal, to determine whether in the opinion of the Planning Commission, such acquisition or disposal is consistent with the City's comprehensive municipal plan (the "Comprehensive Plan"); and WHEREAS, the Planning Commission has reviewed the proposed acquisition of the Property and has determined that the Property is located in an industrial area of the City, is zoned 1-2 Industrial District, and is designated for general industrial uses within the Comprehensive Plan, and that the Authority's purpose is to redevelop the Property consistent with these uses, and that the proposed acquisition is therefore consistent with the Comprehensive Plan. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, that the acquisition of the Property by the Authority is consistent with the Comprehensive Plan and will promote the redevelopment of a portion of an industrial area of the City. BE IT FURTHER RESOLVED that this resolution be communicated to the Board of Commissioners of the Authority. ADOPTED this 1st day of November, 2022, by the Monticello Planning Commission. MONTICELLO PLANNING COMMISSION 92 Paul Konsor, Chair MN325\48\835237.v1 ATTEST: Angela Schumann, Community Development Director MN325\48\835237.v1 EXHIBIT A Legal Description of the Property Lot 1, Block 1, Oakwood Industrial Park 3rd Addition, County of Wright, State of Minnesota Parcel ID: 155249001010 MN325\48\835237.v1 Consideration of Finding Acquisition of Land by EDA is Consistent with the Comp Plan Created by: City of Monticello FUTURE LAND USE MAP EMPLOYMENT AND INDUSTRIAL DESIGNATIONS Monticello currently contains approximately 194 acres of land used for industrial and employment purposes. The industrial land in Monticello is generally located in the Otter Creek Business Park, along Chelsea Road between Edmonson Avenue and Fenning Avenue, and the Cargill complex in downtown. The Future Land Use Map includes approximately 1,729 acres of industrial and employment designated land to promote a strong industrial business sector represented by increased jobs and tax revenue generated for Monticello. The goals for developing workforce and tax base are found in the Economic Development Chapter of this plan. Three designations classify industrial and employment generating uses. Light Industrial Park This designation encourages the broadest range of industrial related land uses, including warehousing and distribution. Three large areas of the City are designated as Light Industrial Park. This includes Otter Creek Business Park and parcels located directly to the north on Chelsea Road. Two large portions of the MOAA have also been designated as such, including portions of the Northwest Study Area and a large area just south of the city boundary on the east side of Highway 25. The planning objective for expanding the amount of industrially designated land is to increase the number and types of industrial and employment generating businesses in Monticello. General Industrial The General Industrial designation applies to areas centered along Chelsea and Dundas Roads. These areas include uses that may require automotive access for customer convenience, servicing of vehicles or equipment, loading or unloading, outdoor storage or parking of commercial service vehicles. Cargill's facility adjacent to the Downtown is also designated as General Industrial. Employment Campus An Employment Campus designation applies to areas of Monticello where a high concentration of jobs is desired. The design character of these areas includes site and building design elements that incorporate landscaping, screening, and building treatments that promote a high -quality visual environment. Open spaces and smaller commercial uses or restaurants may be intermixed to serve the employment base. Other permitted employment uses may include advanced manufacturing, research and development, technology and communications, and professional and corporate office uses. TABLE 3.4: FUTURE LAND USE EMPLOYMENT AND INDUSTRIAL ACREAGES Source: Cargill Kitchen Solutions Inc. Source: WGI Industries MONTICELLO 2040 VISION + PLAN 61 GENERAL INDUSTRIAL (GIB This designation includes manufacturing, wholesale trade, production brewing, corporation and contracting yards and other industrial uses that may need separation from residential or commercial uses. This designation also accommodates a variety of local -serving industrial uses which are generally oriented toward local businesses and residents. These include auto repair and servicing, machine shops, artisan, crafts, woodworking and metallurgy, construction and contracting, equipment and vehicle rental, small warehouse and delivery operations, self -storage facilities, small wholesalers, and other small-scale industrial operations. A limited number of offices, commercial uses, and production and assembly uses also occur within these areas. These areas may have the potential to generate off -site impacts including noise, odors, vibration and truck traffic. Buffering, screening and landscape treatments may be required to enhance public rights -of -way and ensure land use compatibility. Industrial • Light Manufacturing • Small warehouse and delivery operations • Recycling Facilities • Production Brewing • Construction and Contracting Yards Commercial • Accessory Uses • Office Primary Mode Vehicular with access to collectors and arterials 1F Transit or shuttle service Secondary Mode Shared bike/ pedestrian facilities • Floor Area Ratio (FAR) ♦ 2018 Correlating 0.50 to 0.75 Zoning District • Height Up to 2 stories Heavy Industrial • Lot Area - District N/A 82 (« LAND USE, GROWTH AND ORDERLY ANNEXATION Planning Commission Agenda: 11/01/22 3C. Consideration of adopting Resolution 2022-051 finding that the disposal (sale) of a portion of Outlot B, Jefferson Commons (PID 155164000020) by the City of Monticello is consistent with the Monticello 2040 Comprehensive Plan. (AS) Prepared by: Community Meeting Date: Council Date (pending Development Director 11/01/22 Commission action): Pending Additional Analysis by: City Administrator A. REFERENCE AND BACKGROUND: The Planning Commission is asked to consider adopting a resolution finding the sale of a portion of Outlot B, Jefferson Commons by the City of Monticello is in conformance with the City's 2040 Comprehensive Plan. A pending sale is being considered to support future commercial development on a portion of the outlot property in conjunction with development on the adjacent privately -owned lot to the north. The subject site is currently owned by the City of Monticello and is used as a commuter lot. The proposed property sale is for only the northerly portion of the outlot, leaving the balance of the outlot as a City -owned property available for commuter and public parking. The potential buyer will apply for preliminary and final plat to subdivide the subject portion of the outlot and combine it with the adjacent northerly lot. The potential buyer has indicated that the additional land area will facilitate a more efficient development pattern in the area, increasing the overall buildable area. The portion of Outlot B considered for sale is encumbered by a large powerline easement, which makes it ideal for parking and drive aisles, leaving larger areas of the northerly lot available for building development. Outlot B is guided "Community Commercial" in the Comprehensive Plan and is currently zoned B-4 (Regional Business) District. Sale and development of the subject site for commercial purposes is consistent with the 2040 Plan guidance. The site is appropriate for the development of retail goods and services as noted within the 2040 Plan. Any development is subject to the applicable subdivision and zoning ordinances, including those for use and performance standards (site and building design). The outlot is also subject to an existing Planned Unit Development that provides for shared access, parking and signage with the adjacent Monticello theater. The PUD is binding on any buyer of the outlot and any changes to the site configuration require an amendment to the PUD. Staff have reviewed parking trends for the outlot as well as overall parking in the area and have determined that the sale and development of the northerly portion of the property will not negatively impact available parking for either the commercial commuter users. In addition, staff will continue to monitor the use of the parking for freight vehicles for any needed changes. Planning Commission Agenda: 11/01/22 The City Council will tentatively consider authorizing a purchase agreement on June 14tn, 2021 for this site. B. ALTERNATIVE ACTIONS: 1. Motion to adopt Resolution PC-2022-051 finding that the proposed sale of a portion of Outlot B, Jefferson Commons by the City of Monticello is consistent with the City of Monticello 2040 Comprehensive Plan. 2. Motion of other. C. STAFF RECOMMENDATION: City staff supports Alternative #1 above. The sale of the site for commercial use supports tax base development and provides a more efficient land use pattern given the encumbered nature of the parcel. D. SUPPORTING DATA: A. Resolution PC-2022-051 B. Aerial Image C. Property Sketch D. Excerpts, Monticello 2040 Comprehensive Plan — Land Use, Growth and Orderly Annexation E. Monticello Zoning Map 2 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2022-051 A RESOLUTION FINDING THAT THE PROPOSED DISPOSAL OF CERTAIN LAND FOR COMMERCIAL DEVELOPMENT PURPOSES BY THE CITY OF MONTICELLO IS CONSISTENT WITH THE CITY OF MONTICELLO'S COMPREHENSIVE PLAN WHEREAS, the City of Monticello (the "City") proposes to dispose of certain property (the "Property") legally described in Exhibit A, in the City of Monticello, according to the plat on file and of record in the Office of the Registrar of Deeds in and for Wright County, Minnesota; PID: 155164000020; for the purposes of commercial development; and WHEREAS, Minnesota Statutes, Section 462.356, subd. 2 requires the City Planning Commission to review the proposed acquisition or disposal of publicly -owned real property within the City prior to its acquisition or disposal, to determine whether in the opinion of the Planning Commission, such acquisition or disposal is consistent with the comprehensive municipal plan; and WHEREAS, the Planning Commission has reviewed the proposed sale of the Property and has determined that the Property is guided and zoned B-4 commercial and is designated for commercial use within the City's comprehensive plan, that the City's purpose is to develop the Property consistent with these uses, and that the proposed disposal is therefore consistent with the City's comprehensive plan. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, that the disposal of the Property by the City is consistent with the City's comprehensive municipal pan and will promote the development of a portion of the larger commercial area. BE IT FURTHER RESOLVED that this resolution be communicated to the City Council. ADOPTED this 15t day of November, 2022, by the Monticello Planning Commission. MONTICELLO PLANNING COMMISSION El ATTEST: Paul Konsor, Chair CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2022-051 Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2022-051 EXHIBIT A That part of Outlot B, JEFFERSON COMMONS, according to the record plat in Wright County, Minnesota, lying northeasterly of the following described line: Commencing at the most northerly corner of said Outlot B; thence South 27 degrees 32 minutes 57 seconds West, along the northwest line of said Outlot B, a distance of 163.30 feet to the point of beginning of the line being described; thence South 62 degrees 29 minutes 55 seconds East a distance of 295.96 feet, more or less, to the southeast line of said Outlot B and terminating said line. Subject Parcel/Area CITY OF A Monticello 1in=188ft N A October 27, 2022 Map Powered By Data Link wsb X Description Sketch for o lW Ohana SCALE: I�� = 50 of Outlot B, JEFFERSON COMMONS in rc U City of Monticello, Wright County, MNLd II S 89 °l7'09" E Exis tin a Property Description for P1D 155-164— 000020: Outlot B, JEFFERSON COMMONS, according to the record plat in Wright County, Minnesota. Proposed Property Description for Parcel A That part of Outlot B, JEFFERSON COMMONS, according to the record plat in Wright County, Minnesota, lying northeasterly of the following described line: Commencing at the most northerly corner of said Outlot B; thence South 27 degrees 32 minutes 57 seconds West, along the northwest line of said Outlot B, a distance of 163.30 feet to the point of beginning of the line being described; thence South 62 degrees 29 minutes 55 seconds East a distance of 295.96 feet, more or less, to the southeast line of said Outlot B and terminating said line. Proposed Property Description for Parcel B That part of Outlot B, JEFFERSON COMMONS, according to the record plat in Wright County, Minnesota, lying southwesterly of the following described line: Commencing at the most northerly corner of said Outlot B; thence South 27 degrees 32 minutes 57 seconds West, along the northwest line of said Outlot B, a distance of 163.30 feet to the point of beginning of the line being described; thence South 62 degrees 29 minutes 55 seconds East a distance of 295.96 feet, more or less, to the southeast line of said Outlot B and terminating said line. 0041, �/SST w F- Q 0 �o W Z L O O 5 M avow � DE N L o O L. a� C Z Z3 (D +, O S E 1` a EnU L O J N C m _ O � O ? •� C O N a-0C C: N 0 O O�aJv NO -0( .- v) � 00q) N-0J 0 N Survey Notes: 1. This sketch was performed without the benefit of a title report. No search for restrictions or easements was made by the surveyor 2. The descriptions are being provided for work in preparing documents. No subdivision of land will happen until plat approval and the final plat is recorded. J. This sketch is being provided do identify proposed descriptions for the future subdivision. No new PIDS will be created with the descriptions being pro vided. Z N Li O N M� Z Z 00 o� n W p W M N '" ZI �� W H _ r W Y W W M n (.D N O z Z w 00 M Z Fh W 0o 1� ♦A >-w a>Z �cNo ♦R ♦A �� UN v af U)WZ Q�cMo MO � I QJ0, (0r, >Q of W 1 SHEET NO. 5W OF SHEETS 1 FUTURE LAND USE MAP COMMERCIAL DESIGNATIONS There are four commercial and mixed land use designations as follows: Community Commercial A Community Commercial designation applies to existing commercial uses along State Highway 25, School Boulevard and Chelsea Road, as well as other small pockets of Monticello that include existing shopping centers, retailers and entertainment uses. The intent of Community Commercial is to provide locations for everyday retail goods and services generally oriented to a city-wide basis. Regional Commercial A Regional Commercial designation applies to areas targeted for uses that serve the traveling public and larger retail uses and commercial development intended for a regional market. This designation is generally applied to various areas along the Interstate 94 corridor with high visibility. The development character of the regional commercial development will continue to be auto -oriented, large format commercial uses such as `big -box' uses and other uses that require a large parking area. Looking to the future, opportunities for connectivity and design linkages between such development and nearby uses and neighborhoods will be emphasized. Downtown Mixed -Use The Downtown Mixed -Use category identifies and designates the downtown area as a primary development focus for downtown intended to improve, revitalize and redevelop Downtown Monticello as envisioned in the 2017 Downtown Small Area Plan. The goal is to transform downtown into a thriving commercial area with new mixed -use, specialty retail and restaurant uses with enhanced streetscape and pedestrian amenities. Entertainment uses, co -working spaces, boutiques and cafes are also envisioned. New downtown development should also embrace and be oriented towards the river whenever possible. Commercial/Residential Flex The Commercial/Residential Flex designation encourages the mix of flexible and compatible development of commercial, office, retail and residential uses in limited areas of the city on the same or adjacent properties. The purpose of this designation is to give the city and property owners flexibility for future land use based on market demand. The Commercial/Residential Flex designation is applied to a few of the remaining large vacant parcels in the City including the parcels located south of Chelsea Road and north of School Boulevard and centered along Dundas Road. This designation is also applied to parcels located between Interstate 94 and 7th Street West. These properties may be developed as commercial, residential, or mixed land uses under the city's PUD zoning, subject to review and approval of the City. u)" F F Park/OpenSp— Cemetery TABLE 3.3.- FUTURE LAND USE COMMERCIAL ACREAGES Source: Monticello Downtown Small Area Plan (2017) 60 (« LAND USE, GROWTH AND ORDERLY ANNEXATION COMMUNITY COMMERCIAL (CC) The Community Commercial designation includes low -scale retail, service, and office uses located along the City's arterials and collector streets. Some of these areas are developed as auto -oriented "strip" shopping centers while others are freestanding offices, commercial uses, or clusters of businesses intended to meet the needs of the community at large. Typical retail uses would include supermarkets, drug stores and miscellaneous local -serving retail stores and services. Typical office commercial uses might include banks, finance, real estate, medical and dental offices, and professional services. Typical service commercial uses might include gas stations, restaurants including fast food, used car sales, and minor auto repair businesses. Primary Mode Vehicular with access to collectors and arterials l Transit or l shuttle service Secondary Mode Shared bike/ pedestrian facilities 2018 Correlating • Floor Area Ratio Zoning District (FAR) 0.30 to 0.50 B-2 • Height - Limited Business District 1-2 stories • Lot Area I B-3 N/A Highway Business District MONTICELLO 2040 VISION + PLAN Planning Commission Agenda—11/01/22 3D. Community Development Director's Report Council Action on/related to Commission Recommendations • Consideration of an Amendment to the Monticello Zoning Ordinance Related to Industrial Zoning Districts Applicant: City of Monticello Approved on the October 24, 2022 consent agenda of the City Council. • Council also approved a PUD Adjustment for Twin Pines and transfer of Development Agreement to a new development and ownership entity. More can be found here. Downtown Project Updates • Block 52: The developer has received their footage and foundation permit and is completing final revisions to City comments for their full building permit. • Downtown Pedestrian & Roadway Improvements (Walnut Street): The City Council will hear an update on the parking study completed for downtown area and consider the proposed design of the Walnut and River Street area in the vicinity of Block 52 in workshop on November 14t" Comprehensive Sign Plan The PARC will receive its first look at the two design style options for Monticello's community signage plan on November 17t". The PARC, including the Council liaison, will help select the preferred design theme. After that decision, project consultant Bolton and Menk will prepare a comprehensive style guide for the City's public signage system. Zoning Ordinance Recodification The first Planning Commission workshop occurred on October 18t". The Commission used its first workshop to focus on review of the Fences and Walls and Off -Street Parking sections of the ordinance. The next workshop will occur on October 27t", with one following shortly after on November V. These two meetings will focus on Residential Districts and Uses and Use Standards. Staff has provided excerpts from those sections to the Commission for their review prior to the meetings. The Pointes at Cedar Project Updates The City Council held a workshop on October 24t" to discuss the implementation strategy for The Pointes. The Council directed staff to work with project consultant WSB on a set of plans and specifications for completion of the final grading plan for the full Pointes area, completion of the southern lake node, and a first set of public park area improvements. Council will determine the bidding and construction timeline for these improvements as part of the budgeting process for 2024. The workshop presentation is attached for reference. ripv 40 - r Y' y i. �II�3 i� I� �I�� I� � II ,�7y +l ,,p•� 1. I� �I� ' I • • � '• ! � `, • I � • �;i IVi X�� I 4�� •I I �`�I �1i� ��.I + "� •y 71 � �'•7 • � t '+ �� j• #Y • �•f + 1�}y ��.I {' • •�ESs� �x.� _� : i:. ,• � � � �'-��' �kj � �•. -ti ? � � �i s#, ��-. _ �Y._ I •-- _ ._ i ' r . Ii�� '�� I I� IA,: L��j• VD _ y till• Workshop Agenda • Summary of work completed to date • Staff recommendations regarding next steps • Council direction on next scope and timing of future phases ♦r' J �+�Y � � � I ' I�r I Project Purpose & Approach '�" • The Pointes at Cedar is a long-term public and private development project f ai _ Seeks to use vacant land to the greatest benefit of city �- • Reflect market forces and community needs • Utilize existing infrastructure 6l}k Consistent with Monticello's Ian to row from within Fam p gCatalyst for growth in the immediate and surrounding area Thoughtful planning and phased development • Integration of amenities desired by the community but distinct from other parks • Consideration of funding sources and timing • Operations and maintenance needs • Continued public engagement -17 _ -- Project Progress • Small Area Plan • Adopted in September 2021 i Zoning Ordinance r- Adopted in April 2022 Site Preparation p • Material removal from pond area is on -going • Professional Engineering, Park & Open Space Planning and Landscape Architecture Services • Contract awarded in November 2021 • Master Plan component adopted in September of 2022 • Determination of implementation timeline and improvements Recommended Next Steps • Continue with preparation of final detailed grading plan for full site • Facilitates continued material removal consistent with the Master Plan • Establishes elevations for lake and adjacent private development • Finalize private land area impacts related to park and lake • Continue material removal and placement on -site consistent with final grading plan • Decreases city investment in removals • Seed for restoration; no maintenance contract Baseline Improvements: Updated Construction Estimates • Phase 1: Completion of south node, $2.94 - 3.07 M • Grading and clay liner to final design • 10' Gravel trai • Trail connection to planned central park area and School Boulevard • Water quality and treatment • Landscaping • Costs include funding of current contract plus acquisition of private land for pond and park areas • Phase 2: Central park area improvements, $1.62 - 1.78 M • Open air pavilion and shade area • Restroom facility • Interactive water feature • Plaza area (food truck court) • Small parking area • Phase 3: Remaining baseline items, $11.62 M Recommended Next Steps • Prepare the plans and specifications for Baseline Phases 1 and 2 • Provides finished elevations and planning detail for private development in southern node • Provides the stormwater management for the southern biome • Both Phases provide some level of public amenities, completing a gap in the park system service area • Phase 2 would provide additional usable public amenities • Council may elect to reduce or expand extent of preparation of plans and specifications by phase • Plan and budget for next set of improvements based on development activity • Council has greatest flexibility for construction with completion of the plans and specifications for both Phase 1 and 2 • Future plans and specifications for other Phase 3 (other Baseline items) and additional future development per Master Plan to be completed as directed by Council CITY OF Monticello Recommended Timeline Complete final grading plan in 2022-2023 Prepare plans & specifications for desired Baseline phases in 2023 Modify WSB contract for 2023 Budget desired Baseline phase(s) for construction in 2024 Land acquisition 2023-2024 •., CITY OF Mnti 11 - � Z 1 Y 1V111,1V1.1LV Questions & Direction • Confirm preparation of final grading plan • Direct extent of preparation of � plans and specifications • Confirm timeline • Guidance on desired improvements by - - phase