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Planning Commission Agenda - 12/05/2023
AGENDA REGULAR MEETING – PLANNING COMMISSION Tuesday, December 5, 2023 – 6:00 p.m. Mississippi Room, Monticello Community Center SPECIAL MEETING of the MONTICELLO PLANNING COMMISSION Monticello Community Center – Academy Room 4:15 p.m. Interview of Candidate for Open Planning Commission Position 7:30 p.m. Interview of Candidate for Open Planning Commission Position MONTICELLO PLANNING COMMISSION/CITY COUNCIL JOINT WORKSHOP Monticello Community Center – North Mississippi 5:00 p.m. Concept Stage Planned Unit Development Submittal for expansion of Storage Link -Dundas facility (36 Dundas Road) Commissioners: Chair Paul Konsor, Vice Chair Andrew Tapper, Teri Lehner, Eric Hagen, Melissa Robeck Council Liaison: Councilmember Charlotte Gabler Staff: Angela Schumann, Steve Grittman, Ron Hackenmueller, Hayden Stensgard 1. General Business A. Call to Order B. Roll Call C. Consideration of Additional Agenda Items D. Approval of Agenda E. Approval of Meeting Minutes • Regular Meeting Minutes—November 6, 2023 F. Citizen Comment 2. Public Hearings A. Consideration of an Amendment to the Monticello City Code, Title XV: Land Usage, Chapter 153: Zoning Ordinance, Section 153.091– Use Specific Standards, to allow for a single industrial self -storage facility to be built on a parcel less than two acres, and allow for such individual units to be divided into spaces of at least 1,500 square feet in industrial districts, and including definitions or other regulations necessary to define and limit the intent or application of the proposed amendment. Applicant: Skylar Rekstad B. Consideration of a Comprehensive Plan Amendment to reguide two parcels from Mixed -Density Residential and Mixed Neighborhood to Public and Institutional, Rezoning from A-0, Agriculture Open Space District to Planned Unit Development (PUD) District, Preliminary Plat and Development Stage PUD for a proposed municipal Public Works facility. Applicant: City of Monticello 3. Regular Agenda A. Consideration of a recommendation for Planning Commission appointment for expiring term for Teri Lehner B. Consideration of 2023-2025 Planning Commission Workplan Update 4. Other Business A. Community Development Director's Report S. Adjournment MINUTES REGULAR MEETING – PLANNING COMMISSION Monday, November 6, 2023 – 6:00 p.m. Mississippi Room, Monticello Community Center Commissioners Present: Chair Paul Konsor, Vice Chair Andrew Tapper, Teri Lehner, Eric Hagen, Melissa Robeck Council Liaison Present: Councilmember Charlotte Gabler Staff Present: Angela Schumann, Steve Grittman, Ron Hackenmueller, Hayden Stensgard 1. General Business A. Call to Order Planning Commission Chair Paul Konsor called the regular meeting to order at 6:00 p.m. B. Roll Call Mr. Konsor called the roll. C. Consideration of Additional Agenda Items None D. Approval of Agenda TERI LEHNER MOVED TO APPROVE THE NOVEMBER 6, 2023 REGULAR MEETING AGENDA. ANDREW TAPPER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5-0. E. ADDroval of Meetine Minutes • Joint Workshop Meeting Minutes – October 3, 2023 ANDREW TAPPER MOVED TO APPROVE THE OCTOBER 3, 2023 JOINT WORKSHOP MEETING MINUTES. TERI LEHNER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5-0. • Regular Meeting Minutes—October 3, 2023 ERIC HAGEN MOVED TO APPROVE THE OCTOBER 3, 2023 REGULAR MEETING MINUTES. PAUL KONSOR SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5-0. F. Citizen Comment None 2. Public Hearines A. Consideration of an Amendment to the Monticello City Code, Title XV: Land Usage, Chapter 153: Zoning Ordinance, Sections 153.012 – Definitions and 153.042 – Common District Reauirements to allow certain encroachments into the reauired front yard for single- and two-family residences, and including definitions or other regulations necessary to define and limit the intent or application of the proposed amendment. Applicant: Jonanthan & Nancy Parker City Planner Steve Grittman provided an overview of the agenda item to the Planning Commission and the public. The request was to allow for limited encroachment into the front yard setback for single- and two-family homes, specifically related to open -sided and covered entry porches and similar structures of a specific size and encroachment. This request stemmed from the applicant's original intent to enhance the front fagade of their home by adding an enclosed garage, but realized the zoning ordinance would not allow such enhancements as it would encroach within the setback requirements on the lot. After review of the ordinance section, staff believed that an amendment to allow this type of encroachment would benefit the City's support for investment in existing housing stock within the community. Additionally, staff believed that such encroachment would add character to individual houses and their neighborhoods overall. Mr. Konsor asked whether stairs up to a porch that would encroach in this manner would need to meet encroachment limitation. Mr. Grittman clarified that the stairs are allowed to encroach further as necessary to access the porch structure, so long as they do not exceed 30 inches above grade, as defined by the zoning ordinance. Mr. Konsor noted that the proposed ordinance allows for walls on two sides of a given porch at no more than 40% of that area from floor to ceiling being enclosed by said walls, and asked whether screens and windows would be allowed within that open area. Mr. Grittman clarified that the remainder area will be required to be open, and that the proposed language addresses the use of screens, windows. Mr. Grittman added that the only area of any proposed porch addition that is subject to these standards is the area encroaching within the setback requirement for the property. Eric Hagen asked whether it was necessary to address the use of gates within the proposed amendments on encroachment. Mr. Grittman clarified that gates, fences, and walls outside of the buildable area would be required to meet the zoning code section on fences and walls (Section 153.062). Mr. Konsor opened the public hearing portion of the agenda item. Jonathan Parker, 130 Kampa Circle, Monticello, MN 55362, applicant, addressed the Planning Commission. Mr. Parker noted that when he originally brought these plans to the City, he wanted to make sure he was abiding by what the zoning ordinance allows and appreciated City staff for helping to find a solution to the encroachment issue. Mr. Konsor closed the public hearing portion of the agenda item. PAUL KONSOR MOVED TO ADOPT RESOLUTION NO. PC -2023-35 RECOMMENDING APPROVAL OF AN AMENDMENT TO THE ZONING ORDINANCE CREATING AN ALLOWANCE FOR A LIMITED ENCROACHMENT INTO THE FRONT YARD SETBACK FOR SINGLE- AND TWO-FAMILY HOMES, SUBJECT TO THE CONDITIONS IN EXHIBIT Z AND BASED ON THE FINDINGS IN SAID RESOLUTION. TERI LEHNER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5-0. 3. Regular Agenda A. Consideration of Adoatine Resolution PC -2023-36. Findine the Proposed Acquisition of Certain Land by the City of Monticello Economic Development Authority is Consistent with the City of Monticello 2040 Vision + Plan (Comprehensive Plan). Community Development Director Angela Schumann provided an overview of the agenda item to the Planning Commission and the public. The EDA is planning to purchase two parcels along West 7th Street to the west of Runnings, one, a vacant 14 -acre parcel and the other a stormwater pond. The acquisition is intended to further the EDA's ability to attract certain businesses that can better meet economic development objectives identified in the Comprehensive Plan, such as added jobs and tax base. Mr. Konsor asked what would change in regard to accomplishing economic development goals outlined within the comprehensive plan with the EDA purchasing this property. Ms. Schumann clarified that it provides the EDA the opportunity to focus on potential best users for the site. Given the property is guided Commercial and Residential Flex, which provides a broad range of potential users, the current zoning of the site is B-3, Highway Business. This zoning district does allow for uses that may not best accomplish the economic development goals identified within the Comp Plan. EDA ownership of the property allows them to evaluate potential buyers through the more focused lens of those Comprehensive Plan goals. Andrew Tapper asked who the seller of the properties was. Ms. Schumann clarified that Riverwood Bank is the current owner of both properties. PAUL KONSOR MOVED TO ADOPT RESOLUTION NO. PC -2023-36, FINDING THAT THE PROPOSED ACQUISITION OF CERTAIN LAND, OUTLOT A, GREAT RIVER ADDITION AND THAT LAND TO BE PLATTED AS OUTLOT A, GREAT RIVER 2ND ADDITION, BY THE CITY OF MONTICELLO ECONOMIC DEVELOPMENT AUTHORITY IS CONSISTENT WITH THE CITY OF MONTICELLO COMPREHENSIVE PLAN (MONTICELLO 2040 VISION + PLAN). TERI LEHNER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5- 0. B. Consideration of Planning Commission Resignation and Interview Meeting Ms. Schumann provided an overview of the agenda item to the Planning Commission and the public. Commissioner Eric Hagen had previously informed City staff that he would not seek reappointment to another term that would have begun in 2024. The Planning Commission was asked to accept Mr. Hagen's resignation and call for a special meeting in the future to conduct interviews to fill the position. PAUL KONSOR MOVED TO ACCEPT THE RESIGNATION OF COMMISSIONER ERIC HAGEN FROM THE PLANNING COMMISSION AND CALL FOR A SPECIAL MEETING OF THE COMMISSION ON DECEMBER 5T", 2023 FOR INTERVIEW AND RECOMMENDATION OF A CANDIDATE. TERI LEHNER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5-0. 4. Other Business A. Community Development Director's Report Ms. Schumann provided an overview of the agenda item to the Planning Commission and the public. No action was taken on the item. 5. Adjournment ANDREW TAPPER MOVED TO ADJOURN THE NOVEMBER 6, 2023 REGULAR MEETING OF THE MONTICELLO PLANNING COMMISSION. PAUL KONSOR SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5-0. MEETING ADJOURNED AT 6:50 P.M. Planning Commission Agenda — 12/05/2023 2A. Public Hearing - Amendment to the Monticello Citv Code. Title XV: Land Usage Chapter 153: Zoning Ordinance, Section 153.091— Use Specific Standards, to allow for a single industrial self -storage facility to be built on a parcel less than two acres, and allow for such individual units to be divided into spaces of at least 1,500 square feet in industrial districts, and including definitions or other regulations necessary to define and limit the intent or application of the proposed amendment. Applicant: Skylar Rekstad Prepared by: Stephen Grittman, Meeting Date: Council Date (pending Grittman Consulting, City Planner Commission action): 12/05/2023 12/11/2023 Additional Analysis by: Community Development Director ALTERNATIVE ACTIONS Decision 1: Consideration of a request for amendments to the Monticello Zoning Ordinance related to standards for Industrial Self -Storage 1. Motion to adopt Resolution No. PC -2023-37 recommending approval of proposed amendments to Title XV: Land Usage, Chapter 153: Zoning Ordinance, Section 153.091— Use Specific Standards as related to standards for Industrial Self -Storage based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC -2023-37 recommending denial of the proposed amendments based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC -2023-37. REFERENCE AND BACKGROUND Property: Legal Description: NA PID #: NA Planning Case Number: 2023-42 Request(s): Consideration of a request for amendments to the Monticello Zoning Ordinance related to standards for Industrial Self -Storage Planning Commission Agenda — 12/05/2023 Deadline for Decision: January 2, 2023 (60 -day deadline) March 2, 2023 (120 -day deadline) Land Use Designation: NA Zoning Designation: 1-1, Light Industrial Overlays/Environmental Regulations Applicable: NA Current Site Uses: NA Project Description: The applicants have proposed amendments to the standards applicable to Industrial Self Storage that would increase the flexibility to apply the use to smaller parcels and accommodate the division of an Industrial Self -Storage building into smaller units. The amendments would retain the requirement for a Conditional Use Permit but would alter the minimum lot and unit sizes. If the City adopts the amendments, the applicants would bring a future Conditional Use Permit and subdivision request for the property they control in the 1-1, Light Industrial District along Thomas Park Drive. ANALYSIS: The 1-1, Light Industrial District currently allows uses including General Warehousing, Auto Repair -Major, and Light Manufacturing as Permitted Uses in the district. Commercial and Industrial Self -Storage are allowed as Conditional Uses in the district. Commercial Self -Storage is subject to a series of conditions that apply specifically to that use. Minimum lot dimensions of at least 20,000 square feet of lot area (just under one-half acre) and 100 feet of frontage on a public street are required. The 1-1 District also allows condominium subdivisions to create condominium parcels below the minimum lot size of the district. However, the specific conditions applicable to Industrial Self Storage set different standards, specifically creating a standard of a 2 -acre minimum lot size, and minimum unit sizes of 2,000 square feet. When the Industrial Self -Storage language was added to the Zoning Ordinance, the City was responding to a request for a new type of land use which previously was not permitted in the City's zoning ordinance. The City adopted regulations that distinguished between Commercial 2 Planning Commission Agenda — 12/05/2023 and Industrial Self -Storage uses, with the common self -storage units rented to individuals falling into the commercial class, and this newer unit type classified as "Industrial" self -storage. For this classification, unit sizes are larger than what often range from 1,000 square feet down to 50 square feet. These units are rented by members of the general public for additional private storage. The Industrial Self Storage use consists of unit sizes larger than commercial self -storage, and often includes storage for larger equipment, as well as hobby or personal use for individuals using equipment or materials beyond just simple storage. The initial proposal that generated the original amendment was created for a multi -building complex with larger units. To accommodate that proposal, but create some limitations, the City adopted the 2 -acre lot size and the 2,000 square foot unit size. The applicants have a site on which they would construct a single building, rather than a multi - building complex, and within which they would divide individual units of 1,500 square feet. The parcel would be subdivided from a larger 2.4 acre site which contains an existing industrial building. As a result, they have requested a reduction in the minimum lot size standard to one acre. To accommodate these changes, the code language would be amended to create an exemption for single -building facilities. In addition to this carve -out, there are other aspects of the existing language that would require attention. The following text is highlighted from the applicable Conditional Use standards section, with the necessary changes: (9) Industrial self -storage facilities (a) Such facilities, where more than one building is proposed, shall occupy no less than 2,000 square feet per individual storage unit in any complex or building. For single -building facilities, individual storage unit size may be as low as 1,500 square feet per unit. (b) All individual units shall have overhead door access and service access separate from other units, and no common access shall be permitted. (c) Such use shall be authorized by conditional use permit. (d) Site layout: 1. The minimum lot area shall be at least two acres. For single -building facilities, the City may approve an Industrial Self Storage use on parcels of at least one acre. 3 Planning Commission Agenda — 12/05/2023 2. If separate buildings are constructed, there shall be a minimum separation of ten feet between buildings. (e) Operation: 1. The only commercial uses permitted on-site shall be the rental of storage bays and the pickup and deposit of goods or property in cold storage. Storage bays shall not be used to manufacture, fabricate, or process goods, to service or repair vehicles, small engines or electrical equipment, or conduct similar repair activities, to conduct garage sales or retail sales of any kind, or to conduct any other commercial or industrial activity on the site. Any such manufacture, fabrication, vehicle or small engine repair, or use of mechanical or electrical equipment shall be for Dersonal or hobbv use only. This limitation shall be incorporated into a restrictive covenant on the property, and into any condominium or owner associated documents. as may be aDDlicable. The proposed amendment to subparagraph (e) 1. is staff's addition to the applicant's request, intended to ensure that industrial activities occurring in these "self -storage" facilities are private, non-commercial activities only. The general allowance for self -storage will result in a facility without typical parking and circulation to accommodate significant commercial/industrial enterprises with employees or showroom visitors, as might occur in a typical 1-1 industrial business. As such, the restrictive language in the standard would help ensure that any change in use would require additional City review and the addition of any necessary modifications to accommodate the new user. STAFF RECOMMENDED ACTION Staff recommends adoption of the amendments. The original inclusion of Industrial Self Storage responded to a new use, but in the context of a multi -building complex of larger users, and indeed, in an area that was located near heavier industry. Thus, the size thresholds were higher, and gave the City the opportunity to experience the nature of the use under specific standards. As proposed by this applicant, a limited reduction in those size thresholds would appear to be a reasonable accommodation when the facility will be confined within a single building. SUPPORTING DATA A. Resolution PC -2023-37 B. Ordinance No. 8XX C. Aerial Site Image D. Concept Site Design E. Applicant Narrative 4 CITY OF MONTICELLO WRIGHT COUNTY, MINNNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2023-37 RECOMMENDING ADOPTION OF AMENDMENTS TO MONTICELLO CITY CODE, TITLE XV: LAND USAGE, CHAPTER 153: ZONING ORDINANCE, SECTION 153.091— USE SPECIFIC STANDARDS AS RELATED TO INDUSTRIAL SELF -STORAGE STANDARDS WHEREAS, the City of Monticello permits a variety of industrial activities in its 1-1, Light Industrial District; and WHEREAS, the zoning regulations allow industrial self -storage, as defined in the ordinances, by Conditional Use Permit in the 1-1, Light Industrial District; and WHEREAS, the City encourages full and efficient use of its industrial lands; and WHEREAS, aspects of the existing ordinance related to Industrial Self Storage limit full use of smaller parcels in the 1-1 zoning district; and WHEREAS, allowing for modifications to the size thresholds and other aspects of the Industrial Self Storage land use will help overcome those limitations on use and efficiency; and WHEREAS, the Planning Commission held a public hearing on December 5t", 2023 on the application and the applicant City of Monticello and members of the public were provided the opportunity to present information to the Planning Commission; 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 zoning amendment provides an appropriate means of furthering the intent of the Comprehensive Plan by allowing and encouraging efficient use of its industrial land supply. 2. More efficient use of modest parcels may be made for Single Building projects that do not raise the issues that are addressed by the current Code limitations of this section. 3. Existing code was set up to respond to a specific proposal, and designed to give the City the opportunity to understand the impacts of the use and amend the code as appropriate. 4. The current 2 -acre limitation restricts resubdivision of industrial parcels for this use — parcels which would otherwise be allowed to subdivide to less than one-half acre. but with the same or similar underlying uses (such as manufacturing, machining, warehousing, etc.). CITY OF MONTICELLO WRIGHT COUNTY, MINNNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2023-37 5. Proposed restrictions on the smaller industrial self -storage projects are expected to minimize external land use impacts. 6. Projects subject to this amendment are likely to be low-volume traffic producers that are unlikely to raise conflicts with neighboring industrial land uses. Projects subject to this amendment are likely to generate very low levels of truck traffic — as many of the bays will be utilized for on-site uses only. The limitations related to parking supply will minimize likelihood of accumulations of employee -based business centers. The change in language will have no expected impacts on public services, including sewer, water, stormwater treatment, and traffic which have been planned to serve the property for the development as proposed. 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 approves the zoning amendment to accommodate the modifications to the standards for Industrial Self Storage as defined in the proposed ordinance. ADOPTED this 5t" day of December, 2023, by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION A ATTEST: Paul Konsor, Chair Angela Schumann, Community Development Director 2 ORDINANCE NO.8XX AN ORDINANCE AMENDING THE MONTICELLO CITY CODE XV, CHAPTER 153, MONTICELLO ZONING ORDINANCE, SECTIONS 153.091(F)(9) RELATED TO INDUSTRIAL SELF STORAGE STANDARDS THE CITY COUNCIL OF THE CITY OF MONTICELLO ORDAINS: SECTION 1. § 153.091(F)(9)(a) through (e) is hereby amended to read as follows: (9) Industrial self -storage facilities. (a) Such facilities, where more than one building is proposed, shall occupy no less than 2,000 square feet per individual storage unit in any complex or building. For sinjele-buildine facilities, individual storajee unit size may be as low as 1,500 square feet per unit. (b) All individual units shall have overhead door access and service access separate from other units, and no common access shall be permitted. (c) Such use shall be authorized by conditional use permit. (d) Site layout: 1. The minimum lot area shall be at least two acres. For single -building facilities the City may approve an Industrial SelfStora,-e use on parcels of at least one acre. 2. If separate buildings are constructed, there shall be a minimum separation of ten feet between buildings. (e) Operation: 1. The only commercial uses permitted on-site shall be the rental of storage bays and the pickup and deposit of goods or property in cold storage. Storage bays shall not be used to manufacture, fabricate, or process goods, to service or repair vehicles, small engines or electrical equipment, or conduct similar repair activities, to conduct garage sales or retail sales of any kind, or to conduct any other commercial or industrial activity on the site. Any such manufacture, fabrication, vehicle or small engine repair. or use of mechanical or electrical eauipment shall be for personal or hobby use only, This limitation shall be incorporated into a restrictive covenant on the property, and into any condominium or owner associated documents, as may be applicable. SECTION 2. The City Clerk is hereby directed to make the changes required by this Ordinance as part of the Official Monticello City Code, Title XV, Chapter 153, Zoning Ordinance, and to renumber the tables and chapters accordingly as necessary to provide the intended effect of this Ordinance. The City Clerk is further directed to make necessary corrections to any internal citations that result from said renumbering process, provided that such changes retain the purpose and intent of the Zoning Ordinance as has been adopted. SECTION 3. This Ordinance shall take effect and be in full force from and after its passage and publication. The ordinance in its entirety and map shall be posted on the City website after publication. Copies of the complete Ordinance and map are available online and at Monticello City Hall. Lloyd Hilgart, Mayor ATTEST: Rachel Leonard, Administrator AYES: NAYS: W Beacon" Wright County, MN Overview Legend Roads — CSAHCL — CTYCL — MUNICL — PRIVATECL — TWPCL HigM1ways Interstate State Hwy US Hwy CityR wnsM1ip Limits ❑ c ❑ t ❑ Parcels 11 Torrens Parcel ID 155018001030 ARernatelD n/a Owner Address JA3 PROPERTIES LLC Sec/Fwp/Rng 14121-025 Class 234- 3A INDUSTRIAL LAND AND BUILDING 5631 BRADDOCKAVE NE Property Address 113 CHELSEA RD Acreage 2A3 Acres BUFFALO, MN 55313 MONTICELLO District (1101) CITY OF MONTICELLO-0882 Brief Tac Description SECT 14 TVJP-121 RANGE -025 OAKWOOD IND PARK LOT -003 BLOCK -001 LOT 3 BLK I EX TR DES IN BK289-933 (Note: Not to be used on ega documents) Datecreahtl: 30/17/2023 O WEAM4.+Schneider 150.00 150.00 m a N O m O 6.00 0 21.00 80.00 1 .00 15.00 SIDE S.B. o 0 SIDE S.B. O m O N x N `° 0 m � v N � 0 z $ —LF > o p0 m c = C) O _ c m o m cf) m N m D m 0 DO m S 0 K r C m m o U) NEW DRIVEWAY \ E%IST. RD. a zz o � O y O THOMAS PARK DR THOMAS PARK DR U) m i M ov r 'w Z Z > O m Z m U) cn n r r cn PRELIMINARY NOT FOR CONSTRUCTION yN W m= m c o m m C z m z m o co z O D c m z N 3 Z= m = no m mn x PROGRESS SET O � A o z m m m m DO 0 z MEETING SET m z 0 G c Z n K N C p STRUCTURAL m z o K 0 Z p D m n BID SET z m z PERMIT SET O K i X y r=FFFFHREVISION ]7 X CONSTRUCTION K z 80'-0 40'-0" 40'-0" mD n z �r m m ---- ---- r mn r I I O O m � I I y z O z s z T O z J �1m m1\ / Op pO \ ` / rJ vmb Jr Abm/ �� i y �2bb�A rx 1 x r z z 8 8 o QD ry q z z T T q m w \ Ob b0 r6 Jr \mb bm/ Eco / D o x r mx Amo Jm/ C C A O FILC C q z z ob\ / /60 A Ob 00 rx Jr \mom Wim/ mo\ 6. xr. \bm n O c C Z D r 1 m C _ z n 1 0 r ---- z4 m rn T z m m o pz 6 PRELIMINARY NOT F013 CONSTRUCTION Fn m Nm O m °= Z m r fA �i m C Z m m p DO Z9 w m O D = m 2 rz rm z m O = n x PROD RESS SET O 0 W D y 0 Q Z SET Z m 1 � v MEETING C n m K 0 Z STRUCTURAL O D m n p BID SET Z x p SET = X PERMIT Z REVISION y r m XCONSTRUCTION i Monticello Planning Commission JA3 Properties, LLC - Skylar Rekstad 113 Chelsea Rd Monticello, MN 55362 Oct 17, 2023 Dear City of Monticello Planning Commission, Skylar Rekstad - owner of JA3 Properties, LLC would like to request a text amendment to the 11 Industrial Zoning language that states a single building can be built on a 1 acre parcel versus 2 acre parcel. Currently the property we own is 2.43 acres with the north half of the lot being an empty level area. It is our hope that we can obtain a text amendment that would allow for us to do a simple division of the parcel into two parcels. The south parcel being 113 Chelsea Rd, Monticello, MN 55362 and the north parcel being assigned a new address. Our intention is to build a 260x100 single building that will be divided into multiple leasable spaces. Our concept for this building is to create an industrial business incubation center where smaller industrial zoned businesses would have the opportunity to lease out a relatively small space (1800ft2) up to (7200112) for the purpose of moving their business out of their home or for the purpose of starting their business with an appropriate sized space. We intend for tenants to access the space via Thomas Rd on the east side of the lot. Surrounding the building will be a paved road that would allow for all tenants to access their respective space. On the west facing side of the building would be additional overflow parking for tenants. We do not expect there to be much of any retail traffic as these businesses that lease from our building will be industrial type businesses with most of them servicing their customers at the customer's location rather than having customers come and visit their office. Each space will have a 14' overhead garage door along with a man door for access. We intend to outfit each space with a bathroom, separate heating and cooling, separate gas and electrical with communal water and garbage/recycling being part of their lease. Our goal would be to break ground in the early spring and have this building complete by mid -Summer for occupancy. Here is the text amendments we are hoping to make: Section 153.09(F) - Use Specific Standards — Regulations for Industrial Uses (9) Industrial self -storage facilities. (a) Such facilities shall occupy no less than 2,000 square feet per individual storage unit in any complex or building. We would ask that this get amended to reflect 1500 square feet. (b) All individual units shall have overhead door access and service access separate from other units, and no common access shall be permitted. (c) Such use shall be authorized by conditional use permit. (d) Site layout: 1. The minimum lot area shall be at least two acres. We would ask that this get changed to reflect 1 acre minimum for a single building. 2. If separate buildings are constructed, there shall be a minimum separation of ten feet between buildings. (e) Operation: 1. The only commercial uses permitted onsite shall be the rental of storage bays and the pickup and deposit of goods or property in cold storage. Storage bays shall not be used to manufacture, fabricate, or process goods, to service or repair vehicles, small engines or electrical equipment, or conduct similar repair activities, to conduct garage sales or retail sales of any kind, or to conduct any other commercial or industrial activity on the site. 2. Individual storage bays or private postal boxes within a self-service storage facility use shall not be considered premises for the purpose of assigning a legal address. 3. No more than one security or caretaker quarters maybe developed on the site, and shall be integrated into the building's design. 4. Except as otherwise authorized in this division, all property stored on the site shall be enclosed entirely within enclosed buildings. 5. If buildings or driving lanes are within 200 feet of a residential dwelling, the hours of public access to the self -storage use shall be restricted to the hours between 6:00 a.m. and 10:00 P.M. (f) Parking and circulation. 1. The one- or two-way traffic flow patterns in aisleways shall be clearly marked. Marking shall consist, at a minimum, of standard directional signage and painted lane markings with arrows. 2. Appropriate access and circulation by vehicles and emergency equipment shall be ensured through the design of internal turning radii of aisleways. 3. All access ways shall be paved with asphalt, concrete, or comparable paving materials. (g) Building appearance. 1. Garage doors serving individual storage units shall be perpendicular to a public or private street so as to not be visible from adjacent streets. 2. Outdoor lighting shall be the minimum necessary to discourage vandalism and theft, and shall be provided in accordance with § 153.063, Exterior Lighting. 3. The exterior facades of all structures facing a public street shall adhere to § 153.070, Building Materials. 4. Windows may not exceed 20% of any street -facing fagade and shall not be reflective. 5. A maximum of two colors (excluding roof colors) shall be used on wall facades visible from off-site areas. Colors shall be neutral, and shall not be used to call attention to the use. 6. Perimeter or exterior walls visible from a public street or detached residential dwelling shall not include metal as a primary material. 7. All mechanical equipment and dumpsters shall be fully screened from off-site views. (h) Fencing. All areas adjacent to a street frontage not occupied by a building shall include fencing designed in accordance with the following standards: 1. Fences shall be no shorter than six feet or taller than eight feet. 2. Fencing shall be masonry, wrought iron, steel, or aluminum and shall be painted or vinyl coated with colors that complement the buildings. 3. Chain link fencing is prohibited except where the use abuts lots with a business zoning designation, but in no instance shall chain link fencing be visible from a public street. 4. Metal fences shall include brick pilasters or supports located with consistent on -center spacing. 5. Wooden or chain link entry gates into the use are prohibited. (i) Open storage. Open storage of recreational vehicles and travel trailers of the type customarily maintained by persons for their personal use shall be permitted within a self-service storage facility use, provided that the following standards are met: 1. No outdoor storage shall be visible from off-site views. 2. The storage shall occur only within a designated area, which shall be cleariy delineated. 3. The size of the storage area shall not exceed 25% of the buildable area of the site. If you have any questions I can be reached anytime between 7am and 9pm at 651-428-2898. Kindly, Skylar Rekstad 5631 Braddock Ave NE Buffalo, MN 55313 Planning Commission Agenda — 12/05/2023 2B. Public Hearing - Consideration of a Comorehensive Plan Amendment to reguide two parcels from Mixed -Density Residential and Mixed Neighborhood to Public and Institutional, Rezoning from A -O, Agriculture Open Space District to Planned Unit Development (PUD) District, Preliminary Plat and Development Stage PUD for a proposed municipal Public Works facility. Applicant: City of Monticello Prepared by: Stephen Grittman, Meeting Date: Council Date (pending Grittman Consulting, City Planner 12/05/2023 Commission action): 12/11/23 Additional Analysis by: Community Development Director, Community & Economic Development Coordinator, Project Engineer ALTERNATIVE ACTIONS Decision 1: Consideration of the preliminary plat of Redford Crossing 1. Motion to adopt Resolution No. PC -2023-38 recommending approval of the preliminary plat of Redford Crossing subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC -2023-38 recommending approval of the preliminary plat of Redford Crossing based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC -2023-38. Decision 2: Consideration of a Comprehensive Plan Amendment reguiding the proposed Lot 2, Block 1 of the Redford Crossing to Public and Institutional and Lot 2, Block 1 of Redford Crossing to Mixed Neighborhood 1. Motion to adopt Resolution No. PC -2023-39 recommending approval of a Comprehensive Plan Amendment to reguide the proposed Lot 2, Block 1 and Outlots A, B, and C of Redford Crossing to Public and Institutional and Lot 1, Block 1 of Redford Crossing to Mixed Neighborhood, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC -2023-39 recommending approval of a Comprehensive Plan Amendment to reguide the proposed Lot 2, Block 1 and Outlots A, B, and C of Redford Crossing to Public and Institutional and Lot 2, Block 1 of Redford 1 Planning Commission Agenda — 12/05/2023 Crossing to Mixed Neighborhood based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC -2023-39. Decision 3: Consideration of a Map Amendment Rezoning the proposed Lot 2, Block 1 of the Redford Crossing Addition to Planned Unit Development 4. Motion to adopt Resolution No. PC -2023-40 recommending approval of a Map Amendment Rezoning the proposed Lot 2, Block 1 and Outlots A, B, and C of the Redford Crossing to Public Works Facility Planned Unit Development based on findings in said resolution. 5. Motion to deny the adoption of Resolution No. PC -2023-40 recommending approval of the Map Amendment Rezoning the proposed Lot 2, Block 1 and Outlots A, B, and C of the Redford Crossing to Public Works Facility Planned Unit Development based on findings to be made by the Planning Commission. 6. Motion to table action on Resolution No. PC -2023-40. Decision 4: Consideration of approval of Development Stage Planned Unit Development for the proposed Public Works facility 7. Motion to adopt Resolution No. PC -2023-41 recommending approval of the Development Stage PUD for the proposed Public Works Facility on the proposed Lot 2, Block 1 and Outlots A, B, and C of Redford Crossing subject to the conditions in Exhibit Z and based on findings in said resolution. 8. Motion to deny the adoption of Resolution No. PC -2023-41 recommending approval of a Development Stage PUD for the proposed Public Works Facility on the proposed Lot 2, Block 1 and Outlots A, B, and C of Redford Crossing based on findings to be made by the Planning Commission. 9. Motion to table action on Resolution No. PC -2023-41. REFERENCE AND BACKGROUND Property: Legal Description: Lengthy—Contact City Hall PID #: 213-100-151400, 213-100-153100 Planning Case Number: 2023-45 Request(s): 1. Preliminary Plat – plats two existing unplatted parcels into two developable lots and three outlots, with a new public 2 Planning Commission Agenda — 12/05/2023 street access from School Boulevard. Lot 2 is proposed for development as the Public Works facility. Lot 1 will remain vacant. 2. Comprehensive Plan Amendment - Changing the underlying land use designations 3. Rezoning - A zoning map amendment rezoning Lot 2, Block 1 of Redford Crossing to Public Works Facility Planned Unit Development District 4. Development Stage Planned Unit Development - First stage of establishing a PUD District for the Public Works facility on Lot 2, Block 1, Redford Crossing Deadline for Decision: January 14, 2023 (60 -day deadline) March 14, 2023 (120 -day deadline) Land Use Designation: Mixed Density Residential and Mixed Neighborhood Zoning Designation: A -O, Agricultural Open Space District (upon Annexation) Overlays/Environmental Regulations Applicable: NA Current Site Uses: Vacant Surrounding Land Uses: North: East: South: West: Single -Family Residential Commercial and Vacant Commercial Manufactured Home Park Vacant—Future Residential Project Description: The project consists of platting of previously unplatted parcels and the development of the easterly portion of the site as a Public Works facility for Engineering, Water, Sewer, and Streets Departments, as well as related shop, garage, and storage space, and equipment storage for the Parks Department. A salt and brine storage facility is included as a separate building, with a yard, materials storage area, fueling station and a staff parking lot accessible within a fenced area. A public and office side of the space will be accessible from the new southerly extension of Redford Lane, and will provide areas for public use, including voting and other public functions. 3 Planning Commission Agenda — 12/05/2023 ANALYSIS: Preliminary Plat. The existing site consists of two unplatted parcels. The proposed Public Works facility project is accompanied by a proposed Preliminary Plat that establishes the proposed Public Works parcel and retains the westerly portion of the larger site for future development. Lot 1, the westerly parcel, will consist of 43.46 acres. Lot 2, the Public Works parcel, will consist of 18.42 acres. An extension of Redford Lane is platted from School Boulevard to provide right of way access to both lots. It is expected that the actual street extension may be lessened in construction length as it only serves the Public Works parking lot at this initial point. Further extension of Redford is likely when a development plan for the westerly Lot 1 is proposed. Continuation of the pathway along the full right of way length shown is expected, including connections to pathway along School Boulevard and other locations, to provide benefits to both the area residents and facility staff. Pathway facilities are also provided along the School Boulevard frontage in accordance with the Subdivision ordinance. The southerly extension of Redford is offset from the existing northerly connection by approximately 200 feet. The Subdivision Ordinance provides that local streets may be offset no less than 150 feet. Further, engineering staff has reviewed the design and supports the proposed intersection spacing based on traffic volumes in the area. Review of the proposed plat shows an easement that extends through the southwest portion of the subject Lot 2, and onto a portion of Lot 1. This easement connects to a private road and cul-de-sac at the northwest boundary of the manufactured home park and is the location for an existing utility line that serves the manufactured home park. The private cul-de-sac improvements partially encroach onto Lot 2. An informal gravel road and path that appear to be used by the manufactured home park extends across a portion of Lot 2. These features are not located fully within the established easement and will be eliminated by the proposed site construction. This is likely to communication and coordination regarding access with the owners of the manufactured home park. Finally, 3 outlots are created by the proposed plat. Outlots A and B are created as a result of the angled nature of School Boulevard in this area. Outlot A is encumbered by power transmission easements. Outlot B would be available for conveyance to a neighboring developer if future development supported it. Outlot C, the largest of the outlots, is also encumbered by the power transmission lines, as well as a large stormwater pond, and will remain unbuildable. A wetland delineation was completed for the plat. The proposed site development does not impact wetlands on the properties to be platted. Future development of the proposed Lot 1 will require additional wetland impact review if wetlands are impacted at that time. 4 Planning Commission Agenda — 12/05/2023 A tree survey has been completed and submitted. No overstory specimen trees will be impacted with the development. Understory/ornamental specimen trees are being replaced within the proposed landscaping plans. Comments on the grading, drainage, utilities and easements are subject to the review and comment of the City Engineer. Land Use. The subject area of the Redford Crossing plat consists of two parcels. The land use designations in the 2040 Comprehensive Plan are currently Mixed -Density Residential and Mixed Neighborhood. Other uses in the area are relatively high-intensity land uses, primarily residential in nature, with commercial just to the east. Public uses such as a Public Works facility are allowed in all zoning districts, requiring a Conditional Use Permit in the residential districts which would be consistent with these existing land use designations. Public uses are also ermitted in the M -H Manufactured V Home District, as well as the nearby or companion business zoning districts. The PUD process stands in for the Conditional Use Permit requirement, with both public notice and comment available as a part of the process. Because the uses would be allowed in any of the applicable zoning districts associated with the current land use designations, a change in the land use plan to designate the Public Works site as Public and Institutional is consistent with both the proposed use, and the existing land use pattern in the area. It is therefore proposed that the City reguide Lot 2 and the three outlots consistent with the proposed public and institutional uses. Lot 1 would retain its designation as Mixed Neighborhood, clarified in guidance given the change in the property line configuration. Planned Unit Development. The Public Works facility is proposed to be developed under a Planned Unit Development zoning given the varied site uses. The PUD zoning will apply only to the proposed Lot 2, Block 1 and the outlots of the plat of Redford Crossing. The proposed Public Works facility project underwent a concept review with Planning Commission and City Council members providing comment. Areas of discussion included land use, site specific improvements, and screening of the outdoor activities from adjoining property — particularly to the south where the site abuts a manufactured home community. 5 Planning Commission Agenda — 12/05/2023 i. Parking and Circulation. There is a significant supply of parking on the site, with room for additional parking shown if needed. With the access points located along School Boulevard and the Redford Lane extension, limited impact on surrounding land uses is expected. The parking lot design has been modified from the concept layout and should function well. Parking supply and circulation support the requirements of the department and use. Staff notes that the final parking supply may be modified based on accessibility and need with the Final Stage PUD plan, particularly based on the extent to which the lower -level community space is utilized. Other parking may be made available within the open yard circulation space within the fenced area. Further, areas of the paved open yard may be redesigned to create green space where pavement is not needed for circulation. These areas would reduce stormwater generation and provide space for internal snow storage. ii. Lighting. The lighting plan includes a photometrics layout and specifications on light fixtures. The City's ordinance requires that lighting is designed to result in a zero - footcandle reading at the boundary with residential property. The plan is consistent with this requirement. The plan shows a series of light poles at the perimeter of the yard area nearest to the manufactured home park, and wall lights on the building. All light fixtures are designed to cast light downward. Pole -mounted lights are required to be no more than 25 feet in height. The code further requires that lighting results in no glare toward residential areas and requires that the fixtures utilize shades or hoods to avoid direct views of the light source. These hoods should be utilized for the pole lights along the residential boundary to avoid that impact. This shielding is a condition of the PUD approval. iii. Building Height and Architecture. The design team has provided preliminary details relating to building floor plans at this stage. As the principal building is oriented to public streets on the north and west, little impact on existing land uses nearby is expected in terms of the building itself. City officials provided feedback related to architectural details, building materials, and color during the Concept PUD review. Modifications have been made to the plans, clarifying the color and materials treatments, with the ongoing expectation that the building will incorporate materials and colors reflective of other city buildings, particularly the Community Center. It is noted that materials and colors of both the primary building and the salt storage building may evolve as specific budgeting and cost estimating are finalized. Currently, building materials are a combination of premanufactured concrete panels and decorative finishes including architectural steel. iv. Site Planning. The Concept Review provided specific guidance in regard to site landscaping, fencing and lighting. 0 Planning Commission Agenda — 12/05/2023 The site plan shows significant green areas along the west side of the site, along with a berm and plantings along the south boundary adjoining the manufactured home park. Ground planting in the open spaces are not specified —these areas are anticipated to consist largely of natural grasses and forbs. Any turfgrass areas should be more specifically identified. The design group has proposed an open fence along the south property line, in addition to extensive planting buffer planting and a 4' to 6' high berm. It is recommended that chain link security fencing, where used, is either black vinyl -coated, or if a galvanized finish, is located inside the landscape buffer. Fencing along the public streets should be consistent with the wrought iron ornamental fencing found along other commercial corridors in the community. Accessory uses including materials storage, salt storage, and fuel islands are located to provide ideal circulation and are buffered by existing or proposed landscaping. The planting along the south boundary exceeds the City's requirements for industrial — residential land use buffers. Screening of equipment headlights from the residential areas to the south and potential east is a key aspect of the buffer requirements in this area. The buffer consists of 99 evergreen trees, including Balsam Fir, Black Hills Spruce, White Pine, and Jack Pine. Planning staff would recommend replacement of the Jack Pine with another tree choice. While Jack Pine is very hardy, the tree often forms a very loose and irregular branching pattern, with lower branches shedding needles. Their use as screening tree is questionable in the long term. Other planting areas are well laid out and meet or exceed the City's landscape quantities requirements. A separate note relates to the stormwater treatment shown on the site, northwest of the salt storage building along the extension of Redford Lane. The stormwater ponding is very geometric in design and may benefit from a more irregular pattern to reflect the natural landscape planned for the site. Finally, building location on the parcel was discussed at the Concept Review. It was noted that by placing the building to the west of the subject property, flexibility for future expansion to the east, including potential use of the adjoining vacant Outlot D of the Jefferson Commons area, would be most easily accommodated. With these changes and submissions, the proposed plans are consistent with the Concept Review comments. STAFF RECOMMENDED ACTION Staff recommends approval of the Comprehensive Plan Amendment, the Zoning amendments to create the Planned Unit Development, the Development Stage PUD, and the Preliminary Plat. The land use is compatible with the variety of uses and districts surrounding the subject 7 Planning Commission Agenda — 12/05/2023 property. As noted, public uses such as this are allowed in all zoning districts and are considered aspects of infrastructure necessary to serve the community. The primary recommendations include modifications to the design plans to ensure consistency with the internal access, use, and security of the facility, as well as ensuring compatibility with the adjoining residential land uses — both existing and future. SUPPORTING DATA A. Resolution PC -2023-38 —Preliminary Plat B. Resolution PC-2023-39—Comprehensive Plan Amendment C. Resolution PC -2023-40 —Rezoning to PUD D. Resolution PC -2023-41— Development Stage PUD E. Ordinance No. 8XX F. Aerial Site Image G. Applicant Narrative H. Certificate of Survey I. Preliminary Plat of Redford Crossing J. Architectural Plans, Including: a. Renderings b. Colored Building Elevations c. Floor Plans K. Civil Plans, Including: a. Demolition Plan b. Site Plan c. Signage & Striping Plan d. Grading & Drainage Plan e. Erosion Control Plan f. Storm Sewer Plan g. Water & Sewer Plan h. Details i. Landscape Plan j. Photometric L. Stormwater Management Plan M. Site Geotechnical Evaluation Report N. Site Wetland Information 0. Tree Survey and Inventory P. City Engineer's Letter, dated November 29, 2023 Q. Excerpts, Monticello 2040 Vision + Plan Z. Conditions of Approval 0 Planning Commission Agenda — 12/05/2023 EXHIBIT Z Conditions of Approval Preliminary Plat — Redford Crossing Comprehensive Plan Amendment Development Stage PUD — Public Works Facility 1. Consistency with all applicable performance standards of the Zoning and Subdivision Ordinances, subject to those aspects of the project modified by PUD approval. 2. Consideration of modifying parking supply to ensure adequate facilities for operational staff and public users of the building. This may include reduction of paved surfaces which are not needed for circulation or parking, and which are replaced with green space. 3. Ensure pole lighting along the south boundary of the site is consistent with the requirements for shielding both light spread and glare toward the adjoining residential area. 4. Replacement of the Jack Pine in the south buffer area with another species more suitable for screening and growth habit as noted in this report. 5. Consider shortening the plat and construction of Redford Lane to accommodate flexibility in future design and development of the adjoining Mixed Residential parcel (Lot 1). 6. Resolve encroachments on the property from existing roads and paths, including the private cul-de-sac extending over the property line from the manufactured home park, and address easements for these encroachments as appropriate. 7. Compliance with the terms of the City's Engineering Staff letter dated November 29, 2023 8. Comments and recommendations of other Staff and Planning Commission. 0 CITY OF MONTICELLO WRIGHT COUNTY, MINNNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2023-38 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF A PRELIMINARY PLAT FOR REDFORD CROSSING, CREATING TWO DEVELOPMENT PARCELS AND THREE OUTLOTS IN THE A -O (AGRICULTURE -OPEN SPACE) DISTRICT PID: 213-100-151400; 213-100-153100 WHEREAS, the City of Monticello, as applicant, proposes a public works facility project on a portion of the above captioned parcels in a proposed PUD District, known as the Public Works Facility PUD District; and WHEREAS, the City of Monticello has submitted a request to plat the property to accommodate said use per the City's infrastructure needs; and WHEREAS, the City proposes to develop a portion of the property for public works facility and other public uses, consistent with the public service needs of the City for the described property, retaining the remainder for eventual sale and development of mixed residential uses; and WHEREAS, the site is guided for mixed uses as Mixed Density Residential and Mixed Neighborhood in the City's Comprehensive Plan; and WHEREAS, the City is seeking a redesignation of the platted parcels related to the proposed public works facility to Public and Institutional; and WHEREAS, a portion of the site is concurrently being considered for rezoning to PUD, Planned Unit Development District which would control the uses and site development requirements on the property; and WHEREAS, the Preliminary Plat would create parcels which will contain uses that are consistent with both the land use designation and associated zoning districts if no PUD were required; and WHEREAS, the accompanying Development Stage PUD is consistent with the long-term use and development of the property for public uses; and WHEREAS, the Planning Commission held a public hearing on December 5, 2023 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and CITY OF MONTICELLO WRIGHT COUNTY, MINNNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2023-38 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 proposed plat provides an appropriate means of furthering the intent of the Comprehensive Plan for the site by accommodating proposed buildings and uses which are consistent with the goals and objectives of the Monticello Comprehensive Plan. 2. The proposed improvements on the site under the PUD and Preliminary Plat are consistent with the needs of the development in this location, guided and zoned for mixed uses, which include the proposed public and future residential development. 3. The proposed plat creates parcels that may be utilized for the uses envisioned by the Comprehensive Plan and any current amendments. 4. The improvements resulting from the plat approval will have expected impacts on public services, including sanitary sewer, water, stormwater treatment, and traffic which have been planned to serve the property for the development as proposed. 5. The improvements on the site facilitate appropriate development of the subject property, and are consistent with the objectives of the City's Comprehensive Plan. 6. The plat is consistent with the requirements of both existing and proposed zoning requirements for such parcels, and reserves the remainder of the property for residential development, consistent with the Comprehensive Plan. 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 approves the Preliminary Plat for Redford Crossing, subject to the conditions listed in Exhibit Z of the staff report as follows: Consistency with all applicable performance standards of the Zoning and Subdivision Ordinances, subject to those aspects of the project modified by PUD approval. Consideration of modifying parking supply to ensure adequate facilities for operational staff and public users of the building. This may include reduction of paved surfaces which are not needed for circulation or parking, and which are replaced with green space. 2 CITY OF MONTICELLO WRIGHT COUNTY, MINNNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2023-38 3. Ensure pole lighting along the south boundary of the site is consistent with the requirements for shielding both light spread and glare toward the adjoining residential area. 4. Replacement of the Jack Pine in the south buffer area with another species more suitable for screening and growth habit as noted in this report. 5. Consider shortening the plat and construction of Redford Lane to accommodate flexibility in future design and development of the adjoining Mixed Residential parcel (Lot 1). 6. Resolve encroachments on the property from existing roads and paths, including the private cul-de-sac extending over the property line from the manufactured home park, and address easements for these encroachments as appropriate. 7. Compliance with the terms of the City's Engineering Staff letter dated November 29, 2023. 8. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 5th day of December, 2023, by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION Paul Konsor, Chair ATTEST: Angela Schumann, Community Development Director 3 CITY OF MONTICELLO WRIGHT COUNTY, MINNNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2023-39 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF A COMPREHENSIVE PLAN AMENDMENT REGUIDING LOT 2, BLOCK 1 AND OUTLOTS A, B AND C OF REDFORD CROSSING TO PUBLIC AND INSTITUTIONAL AND LOT 1, BLOCK 1 OF REDFORD CROSSING TO MIXED NEIGHBORHOOD PID: 213-100-151400; 213-100-153100 WHEREAS, the City of Monticello, as applicant, proposes a public works facility project on a portion of the above captioned parcels in a proposed PUD District, known as the Public Works Facility PUD District; and WHEREAS, the City of Monticello has submitted a request to guide and zone the property to accommodate said use per the City's infrastructure needs; and WHEREAS, the City proposes to develop a portion of the property for public works facility and other public uses, consistent with the public service needs of the City for the described property, retaining the remainder for eventual sale and development of mixed residential uses; and WHEREAS, the site is guided for mixed uses as Mixed Density Residential and Mixed Neighborhood in the City's Comprehensive Plan; and WHEREAS, the City is seeking a redesignation of the platted parcels related to the proposed public works facility to Public and Institutional with the remainder retaining its Mixed Neighborhood designation; and WHEREAS, public uses are otherwise allowed in the applicable zoning districts under the current land use guidance; and WHEREAS, the PUD would be developed on parcels which will contain uses that are consistent with both the land use designation and associated zoning districts if no PUD were required; and WHEREAS, the accompanying Development Stage PUD ad Preliminary Plat are consistent with the long-term use and development of the property for public uses; and WHEREAS, the Planning Commission held a public hearing on December 5, 2023 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and CITY OF MONTICELLO WRIGHT COUNTY, MINNNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2023-39 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 proposed Comprehensive Plan Amendments provide an appropriate means of furthering the intent of the Comprehensive Plan for the site by accommodating proposed buildings and uses which are necessary and consistent with the goals and objectives to maintain and provide high-quality infrastructure and public services. 2. The proposed improvements on the site under the PUD and Preliminary Plat are consistent with the needs of the development in this location, guided and zoned for mixed uses, which include the proposed public and future residential development. The proposed Comprehensive Plan amendments facilitate the creation of parcels that can be utilized for the uses envisioned by the Comprehensive Plan and any current amendments. 4. The improvements resulting from the Comprehensive Plan amendment will have expected impacts on public services, including sanitary sewer, water, stormwater treatment, and traffic which have been planned to serve the property for the development as proposed. 5. The improvements on the site facilitate appropriate development of the subject property and are consistent with the objectives of the City's Comprehensive Plan. 6. The proposed development on the site is consistent with the requirements of both existing and proposed zoning requirements for such parcels and reserves the remainder of the property for residential development, consistent with the Comprehensive Plan. 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 approves the Comprehensive Plan Amendment reguiding Lot 2, Block 1 and Outlots A, B and C of Redford Crossing to Public and Institutional and Lot 1, Block 1 of Redford Crossing to Mixed Neighborhood, subject to the conditions listed in Exhibit Z of the staff report as follows: Consistency with all applicable performance standards of the Zoning and Subdivision Ordinances, subject to those aspects of the project modified by PUD approval. 2 CITY OF MONTICELLO WRIGHT COUNTY, MINNNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2023-39 2. Consideration of modifying parking supply to ensure adequate facilities for operational staff and public users of the building. This may include reduction of paved surfaces which are not needed for circulation or parking, and which are replaced with green space. 3. Ensure pole lighting along the south boundary of the site is consistent with the requirements for shielding both light spread and glare toward the adjoining residential area. 4. Replacement of the Jack Pine in the south buffer area with another species more suitable for screening and growth habit as noted in this report. 5. Consider shortening the plat and construction of Redford Lane to accommodate flexibility in future design and development of the adjoining Mixed Residential parcel (Lot 1). 6. Resolve encroachments on the property from existing roads and paths, including the private cul-de-sac extending over the property line from the manufactured home park, and address easements for these encroachments as appropriate. 7. Compliance with the terms of the City's Engineering Staff letter dated November 29, 2023. 8. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 5t" day of December, 2023, by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION Paul Konsor, Chair ATTEST: Angela Schumann, Community Development Director 3 CITY OF MONTICELLO WRIGHT COUNTY, MINNNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2023-40 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF A ZONING AMENDMENT ESTABLISHING A PUD ZONING DISTRICT AND REZONING THE SUBJECT PROPERTY TO SAID PUD DISTRICT: PUBLIC WORKS FACILITY PLANNED UNIT DEVELOPMENT PROPERTY TO BE PLATTED AS LOT 2, BLOCK 1, AND OUTLOTS A, B AND C, REDFORD CROSSING WHEREAS, the City of Monticello, as applicant, proposes a public works facility project on a portion of the above captioned parcels in a proposed PUD District, known as the Public Works Facility PUD District; and WHEREAS, the City of Monticello has submitted a request to zone the property to a new PUD District and accommodate said use per the City's infrastructure needs; and WHEREAS, the City proposes to develop a portion of the property for public works facility and other public uses, consistent with the public service needs of the City for the described property, and is seeking amendments to create the new District, and a companion Development Stage PUD approval per plans developed for that purpose; and WHEREAS, the site is guided for mixed uses as Mixed Density Residential and Mixed Neighborhood in the City's Comprehensive Plan; and WHEREAS, the City is concurrently seeking a redesignation of the platted parcels related to the proposed public works facility to Public and Institutional; and WHEREAS, the site is considered for rezoning to PUD, Planned Unit Development District which would control the uses and site development requirements on the property; and WHEREAS, the PUD would be located on parcels which will contain uses that are consistent with both the land use designation and associated zoning districts if no PUD were required; and WHEREAS, the accompanying Development Stage PUD is consistent with the long-term use and development of the property for public uses; and WHEREAS, the Planning Commission held a public hearing on December 5, 2023 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and CITY OF MONTICELLO WRIGHT COUNTY, MINNNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2023-40 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 proposed PUD provides an appropriate means of furthering the intent of the Comprehensive Plan for the site by accommodating proposed buildings and uses which are consistent with the goals and objectives of the Monticello Comprehensive Plan. 2. The proposed improvements on the site under the PUD and Preliminary Plat are consistent with the needs of the development in this location, guided and zoned for mixed uses, which include the proposed public and future residential development. 3. The proposed PUD creates parcels that may be utilized for the uses envisioned by the Comprehensive Plan and any current amendments. 4. The improvements resulting from the PUD approval will have expected impacts on public services, including sanitary sewer, water, stormwater treatment, and traffic which have been planned to serve the property for the development as proposed. 5. The improvements on the site facilitate appropriate development of the subject property and are consistent with the objectives of the City's Comprehensive Plan. 6. The PUD is consistent with the requirements of both existing and proposed zoning requirements for such parcels and reserves the remainder of the property for residential development, consistent with the Comprehensive Plan. 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 approves the Zoning Amendment establishing the Public Works Facility PUD District and rezoning Lot 2, Block 1 and Outlots A, B and C of Redford Crossing to said PUD District, subject to the conditions listed in Exhibit Z of the staff report as follows: Consistency with all applicable performance standards of the Zoning and Subdivision Ordinances, subject to those aspects of the project modified by PUD approval. Consideration of modifying parking supply to ensure adequate facilities for operational staff and public users of the building. This may include reduction of paved surfaces which are not needed for circulation or parking, and which are replaced with green space. 2 CITY OF MONTICELLO WRIGHT COUNTY, MINNNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2023-40 3. Ensure pole lighting along the south boundary of the site is consistent with the requirements for shielding both light spread and glare toward the adjoining residential area. 4. Replacement of the Jack Pine in the south buffer area with another species more suitable for screening and growth habit as noted in this report. 5. Consider shortening the plat and construction of Redford Lane to accommodate flexibility in future design and development of the adjoining Mixed Residential parcel (Lot 1). 6. Resolve encroachments on the property from existing roads and paths, including the private cul-de-sac extending over the property line from the manufactured home park, and address easements for these encroachments as appropriate. 7. Compliance with the terms of the City's Engineering Staff letter dated November 29, 2023. 8. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 5th day of December, 2023, by the Planning Commission of the City of Monticello, Minnesota. 1► [�7►��[�1����1Z�_1►1►11►[et��l► Iu11:Y•y[�1►1 IN ATTEST: Paul Konsor, Chair Angela Schumann, Community Development Director 3 CITY OF MONTICELLO WRIGHT COUNTY, MINNNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2023-41 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF A DEVELOPMENT STAGE PUD IN A PUD ZONING DISTRICT ON THE FOLLOWING SUBJECT PROPERTY: LOT 2, BLOCK 1 and OUTLOTS A, B AND C, REDFORD CROSSING WHEREAS, the City of Monticello, as applicant, proposes a public works facility project on a portion of the above captioned parcels in a proposed PUD District, known as the Public Works Facility PUD District; and WHEREAS, the City of Monticello has submitted a request to zone the property to a new PUD District and accommodate said use per the City's infrastructure needs; and WHEREAS, the City proposes to develop a portion of the property for public works facility and other public uses, consistent with the public service needs of the City for the described property, and is seeking a Development Stage PUD approval per plans developed for that purpose; and WHEREAS, the site is guided for mixed uses as Mixed Density Residential and Mixed Neighborhood in the City's Comprehensive Plan; and WHEREAS, the City is seeking a redesignation of the platted parcels related to the proposed public works facility to Public and Institutional; and WHEREAS, the site is concurrently being considered for rezoning to PUD, Planned Unit Development District which would control the uses and site development requirements on the property; and WHEREAS, the PUD would be located on parcels which will contain uses that are consistent with both the land use designation and associated zoning districts if no PUD were required; and WHEREAS, the Development Stage PUD is consistent with the long-term use and development of the property for public uses; and WHEREAS, the Planning Commission held a public hearing on December 5, 2023 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and CITY OF MONTICELLO WRIGHT COUNTY, MINNNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2023-41 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 proposed PUD provides an appropriate means of furthering the intent of the Comprehensive Plan for the site by accommodating proposed buildings and uses which are consistent with the goals and objectives of the Monticello Comprehensive Plan. 2. The proposed improvements on the site under the PUD and Preliminary Plat are consistent with the needs of the development in this location, guided and zoned for mixed uses, which include the proposed public and future residential development. 3. The proposed PUD creates parcels that may be utilized for the uses envisioned by the Comprehensive Plan and any current amendments. 4. The improvements resulting from the PUD approval will have expected impacts on public services, including sanitary sewer, water, stormwater treatment, and traffic which have been planned to serve the property for the development as proposed. 5. The improvements on the site facilitate appropriate development of the subject property and are consistent with the objectives of the City's Comprehensive Plan. 6. The PUD is consistent with the requirements of both existing and proposed zoning requirements for such parcels and reserves the remainder of the property for residential development, consistent with the Comprehensive Plan. 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 approves the Development Stage PUD on Lot 2, Block 1 and Outlots A, B and C of Redford Crossings, subject to the conditions listed in Exhibit Z of the staff report as follows: Consistency with all applicable performance standards of the Zoning and Subdivision Ordinances, subject to those aspects of the project modified by PUD approval. Consideration of modifying parking supply to ensure adequate facilities for operational staff and public users of the building. This may include reduction of paved surfaces which are not needed for circulation or parking, and which are replaced with green space. 2 CITY OF MONTICELLO WRIGHT COUNTY, MINNNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2023-41 3. Ensure pole lighting along the south boundary of the site is consistent with the requirements for shielding both light spread and glare toward the adjoining residential area. 4. Replacement of the Jack Pine in the south buffer area with another species more suitable for screening and growth habit as noted in this report. 5. Consider shortening the plat and construction of Redford Lane to accommodate flexibility in future design and development of the adjoining Mixed Residential parcel (Lot 1). 6. Resolve encroachments on the property from existing roads and paths, including the private cul-de-sac extending over the property line from the manufactured home park, and address easements for these encroachments as appropriate. 7. Compliance with the terms of the City's Engineering Staff letter dated November 29, 2023. 8. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 5th day of December, 2023, by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION Paul Konsor, Chair ATTEST: Angela Schumann, Community Development Director 3 ORDINANCE NO. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA AN ORDINANCE AMENDING THE MONTICELLO CITY CODE, SECTION 153.047 KNOWN AS THE ZONING ORDINANCE, BY ESTABLISHING THE PUBLIC WORKS FACILITY PUD AS A ZONING DISTRICT IN THE CITY OF MONTICELLO, AND REZONING THE FOLLOWING PROPERTY FROM A -O, AGRICULTURE — OPEN SPACE DISTRICT TO PUD, PUBLIC WORKS FACILITY PLANNED UNIT DEVELOPMENT DISTRICT: LOT 2, BLOCK 1, AND OUTLOTS A, B AND C, REDFORD CROSSING THE CITY COUNCIL OF THE CITY OF MONTICELLO HEREBY ORDAINS: Section 1. Section 153.047, Planned Unit Developments is hereby amended by adding the following: (_xx_) Public Works Facility PUD District (a) Purpose. The purpose of the Public Works Facility PUD District is to provide for the development of certain real estate subject to the District for public land uses (b) Permitted Uses. Permitted principal uses in the Public Works Facility PUD District shall be public buildings and uses on the subject property, subject to the approved Final Stage Development Plans dated , and development agreement dated , as may be amended. The introduction of any other use from any district shall be reviewed under the requirements of the Monticello Zoning Ordinance, Chapter 2, Section (0) — Planned Unit Developments for Development Stage PUD and Final Stage PUD. (c) Accessory Uses. Accessory uses shall be those commonly accessory and incidental to the allowed public uses, as specifically identified by the approved Final Stage PUD plans. (d) District Performance Standards. Performance standards for the development of any lot in the Public Works Facility PUD District shall adhere to the approved Final Stage PUD plans and development agreement. ORDINANCE NO. (e) In such case where any proposed improvement is not addressed by the final stage PUD, then the regulations of the IBC, Industrial - Business Campus District shall apply. (f) Amendments. Where changes to the PUD are proposed in the manner of use, density, site plan, development layout, building size, mass, or coverage, or any other change, the proposer shall apply for an amendment to the PUD under the terms of the Monticello Zoning Ordinance, Section 153.028 (0)(10). The City may require that substantial changes in overall use of the PUD property be processed as a new project, including a zoning district amendment. Section 2. The zoning map of the City of Monticello is hereby amended to rezone the following described parcels from A-0, Agriculture - Open Space District to PUD, Public Works Facility Planned Unit Development District: Lot 2, Block 1, and Outlots A, B and C, Redford Crossing Section 3. The City Clerk is hereby directed to mark the official zoning map to reflect this ordinance. The map shall not be republished at this time. Section 4. The City Clerk is hereby directed to make the changes required by this Ordinance as part of the Official Monticello City Code, and to renumber the tables and chapters accordingly as necessary to provide the intended effect of this Ordinance. The City Clerk is further directed to make necessary corrections to any internal citations that result from said renumbering process, provided that such changes retain the purpose and intent of the Zoning Ordinance as has been adopted. Section 5. This Ordinance shall take effect and be in full force from and after its passage and publication. The ordinance in its entirety and map shall be posted on the City website after publication. Copies of the complete Ordinance and map are available online and at Monticello City Hall for examination upon request. ADOPTED BYthe Monticello City Council this day of , 2023 ATTEST: Lloyd Hilgart, Mayor 2 ORDINANCE NO. Rachel Leonard, Administrator AYES: NAYS: Consideration of PUD for Proposed Public Works Facilty PIDs:213100151400,213100153100 Created by: City of Monticello IINI Ad.'- •'3 [a ?�,r�; C C Sri zr ''„ r ❑ 4 Q w t.., " _ "�' .ice- "pr`s �(/�% s• {r[� 't I_ ov lv ST NE 99TH �J{ i AK A,VE CO sr 5A ,D�pR. Yx _Qv ourvoq.5 Ro _ _1,557ft y' 88TH ST NES • {s �'v , . w w ...� w Q 87TH LU7 _ 25 5T'NE.w T • ...- w" D w A. Q " ,F =� O 8fi,T,H'ST.NEN r 1 [] �: —z- D. m,p 5TH 5T NE `..� �� s' t,. .• O m •1 g W. r' _ _1,557ft t Monticello November 14, 2023 OFFICE: 763-295-2711 FAX: 763-29S-4404 505 Walnut Street I Suite 11 Monticello, MN 55362 Angela Schumann- Community Development Director and Members of the City Council and Planning Commission 505 Walnut Street Monticello MN, 55362 Re: Proposed New Public Works Facility Comprehensive Plan Amendment, Rezoning to PUD, Development Stage PUD, Preliminary Plat Dear Ms. Schumann and members of the City Council/Planning Commission, The Public Works Department is pleased to present applications related to the proposed construction of a new public works facility located along the south side of School Boulevard just east of Redford Lane. The applications include a request to amend the Monticello 2040 Plan to reguide the public works property to "Public Institutional", a request to rezone the public works property from its current A -O designation to a Planned Unit Development (PUD) district, a request for Development Stage PUD, and a request to establish buildable parcels via platting of the existing unplatted property. The construction of a new public works department facility has been a consideration for more than a decade, and the City Council identified it as a priority project during the strategic planning session in 2021. The City's current public works facility is located at 909 Golf Course Road. It was originally constructed in 1975, and the most recent addition was added in 1995 for vehicle storage. The facility is showing its age with repair costs and the configuration of the site limits expansion possibilities. Initial studies indicated the new facility should be at least 100,000 square feet. The building will permanently house the following divisions of public works: • Water/Sewer • Streets • Shop/Garage • Facilities Maintenance • Engineering In addition, the facility will need to accommodate specific needs of departments not operating out of the building day-to-day, including seasonal storage for Parks' equipment, capacity for local elections, and a citywide server location. The Public Works Department is seeking review of the proposed PUD and plat which is anticipated to utilize the easterly 20 acres of the 70 -acre parcel purchased for the public works facility. The remaining land would be reserved for future development, and those uses are unknown at this time. www.ci.monticello.mn.us The PUD designation is intended to address the specific and unique site plan components associated with a public works facility, including vehicle circulation areas, loading bays, vehicle fuel facilities, and outdoor material supply and storage areas. The plans provide preliminary detail on intended building size and facade materials and design. However, as the construction management team and City work together on final design and cost, these items may change and are intended to be finalized as part of Final Stage PUD plans. Sincerely, Z;�' Z� � -- '�' , " �� Matt Leonard, P.E. City Engineer/Public Works Director City of Monticello Legend wt « roaaaeggiaw�rn.:lo«wmman.N. 1 • wDwn«souM lrcnMwmem o Dram«lr,a waamam,,« p Po...rlal. p a l �® cnm and. cpee© rummumranenrwnl eu« `ae© Txapmna P-11BI«r _ SCALE IN FEET .x —1- 0 sad Q 0 150 300 450 __—_—___—_—___ yes rGSl'0 Current Zoning Information Miscellaneous Notes O Legaea ld Gcription dna easamenkeer nee cemmiMenifrom Lana The lncuagen[kr akwaa Ttle ulrenry Co Commdmem No 56088 d— February 7, 2021. ProPellAddress.unassignetlAdd— PIDN..:213100153100, 213100151400 am 155164000040 OArea of Parce1=78.08 acre,, O BY9rempbic —an-1. my.nkapad)D FEmnpaeZapXumnnrz7D5xgise1eateaoe 1Fseetl OPers— 6 of cerlificalioine NO Doing report or—preNtletl. Zoning imormatlon sM1own obkinetl ihm c1ty unly website. OThereN no observade eAtlence of cemHenesor—lgmuntlsonsubjempropeM- OThereare,oponds.,ke spl,gs pr mars b.—g on ar running. rough subject properly. O =i.— recent Th monob ode awtlerwa of eaM moWrg work, builtling con-trumon or builtling atlelfions wi1,in Ms� O mmro18n8j,0' eacmna In—1 ngh -way linea eller ramp— ar Prapo:ea as avallabk from lbs mare m no obcervede evidence of recent—1 or aitlewalk—irumion or repairs. OThere is no obcervable ewtlence of sne u,,ea as a,,olM walk d—p, sump or,, anikrylanaMIL -o 'oared in -0-15. Tovmahip 121, Range 25, Wngm County, Minnesok. Tlne comm loam NO T21-11019.211811 d—npti- claiming all of Dutlm D, Jenenon Commons, ExceptMat pan as plaaee as _l_Commons Second Aedltil, Still reaves 1,e remaining portion of Oulll D now planed as Lot 1. Bleck 2, Jeflereon Commons —t Add. as ped of Me propeay. _Location m Demgnatetl Wetland per flags locetetl In the field set by NjolM1aug EnWromenkl SerWces Co. BenMmaM'. MNDOT monument -5N". E -1l, = 985.77 feet (N-29) Basis m B-mgs per Wright County coomlmales. Some Pl. antl Deetls M1ave been Matetl to fa MIs bearing -mem. Mu18Dle cewer ckanouk antl —Nsibk ll—were locaktl. No record plans avaikNe kr ON..mMin � p pall ALTA/NSPS LAND TITLE SURVEY FOR: PFEFFER REAL ESTATE, LLC 7200 Hemlock Lane N., Suite 101 Maple Grove, MN 55369 Legal Description M --ao, Jenenon common-, Expept1,at pan planes a%Jener-on commons sepona Aaaifion, woad. cpnny, dore. (sea Mlxallanioua Note uQi regaMirg possible atldilionel exception) Thal part of the East HO m the SONhwest Guederof Section 15, TownsNp 121, Range 25 Wngm County. Mweat Guaaer a distance of 2-07 teat; thence NOM 48 dg . 26 minutes 40 cecond. West,,, tlimance of 23582 het; Mance NOM 89 tlegrees W mi —07 sewnd. West, a tllsknce o 8506 teat 1,m. S-19 degrees 36 minutes 40 secend. Weal, a tllsknce of 162.08 kat to said NOM line of 1,e S.- Nen aat Guaaerof1,7 7,82 M the Nl, thence NOM 89 tl id S 04 minutes D] seconds Wesl all ]0182 reef tithe Nortlrvaemopmer msate W H1n 1. Nonheam Guaaerm ibe Sountwast Gueder-, nerence $Dinh0d.gl 1 OB l -t 43 second. Wast along fe We al line1f said Eem tlw.am Guaaer,atl88d of 1884.80 kerb Me Soutlwrem cemeror said1, Hamid Sou1,wemG ever, Mance 6001,88 tlegrees 53 t..p5Bsecontls E.11 -Metfr line of -h Earp wear Guaner', a 1—h of 920.00kat tospolnl diakm 399.81 reel Weal immsale Soulhesat w13t Geaalr; M1n-1 rvgab g a1ere1% Wmingles s4 -scone- Ea -t, a 14a05emMence; NOM 35 tlegrees 46 minutes 59lf 65.8 s West, a tllstNl1 of 93,3] kat scones E. t. a ekknce pr5s.a7 reee Heppe Npnb 35 degrees Os r Man-- Noah m aesree-9s minme%s4 %eaona%E1,,1. a &-47- oeuroa ng NOM 66 degree: s3 minnll%59-ealne-wemrrom me pp roes mre:lceeS-1, 88 agrees 53 mmuka 59 second. Eaat. a aiatance or 3ss.el keuo me poim or beginning. Id Thal pal of the Sou1,east Guaaer k Section 15, Township 121, Range 25, Wright County, Mil,— est Q—,Mena Norlb along 0 West line ofsaM SouMe st Gueder a tlisknce M 11]0.18 k the point of beginning of Me rend k be d—ribt tie of sold Soulheesl Guaaer, a diaknce of ]23.00 feat (hence NOM parallel mel,M West I' am saia3outlnam Du a ser. the NOM line msaltl if 72 st 1..; th,lherwa West ab NMh line k the N=—S . comer of said SouMeaal Guaaer 1,enw South slog the WeM line of said SouMeaal Guaaer. ibe polnl of beginning, except that pad planed as Gro l!4, Addnlon. Note Corresponding to Schedule B, Part II Oi fleml-k rKKesu�Y we orrwlkrvcur knowletlge .tl Otem 2-E...hmenk as shown 1,ereon. nems 31,m 10 -Are eller not a —y we or nolto our know age As ort Commitment No, T21-11019, datetl November 8. 3031. Qtemt Is nota .—Y ssue or not W our knowletlge. OIkm 2- Enuaacbmenk as shown hereon. 1km%3Mm1D Arelnhernpll,,a r neprnmkpmknpwlalge. OIkm 11 -%cel Easement per Doc. No. 2508- snack prepaM as sMwn. O Ikm 12 Xcel Easement per Dec. No.18633],4]1481 and 565351 a1km% DropeM ac shoym. OIkm 13 -m—, nol are not a survey issue, O Dowmentare Int agreement par D—NI, in D1111 t�y Ppm'.El—ltloratknslocatlonaln O5 -100 km Dreemaga and Lilly Eammam per Doc. Na. 884502 doe- not encumber P_ as,,how-M1ereon. OIkm 16-Conemive Eeaement Doc, N. A1434753 eneck propeM as shown. ALTAMSPS Land Title Survey Certification Ta Ciry M Mondcdlo. a municipal cerporelion end Reg— Abatramon.Inc.-gem kr Ent American TM lnaurence ompany as kllpws: This Iskc fy Ma -map or plat antl 1,e survey an which n Is (,—were made in acceMence wflb the 2021 Mini— Skndam Dekll ReOmremenk kr A-148PS Land T81e rvey,,, jointly eakbH—d antl adopled by ALTA, antl NSPS, antl intlutles (kms 1, 2, 3, 4, 5, 6(b), 7(a)(c). 8, 9aM 11 MTable A Hereof TM1e flew w. was ce npl-- December 1, 2021 Daletl Mis 101, say m December, 2021. 0 E M A R C g Gregory R. Regimrenon No. 24992 B, N., 112— aProj. N., 89824 ora fawn by: dayX II r M O N Q J n ry Z LU ry I..L LL Ld_ 0 VICINITY MAP NY' DRD LN SCHOOL BLVD S y ►��1` // SECTION 15, TOWNSHIP 121, RANGE 25, WRIGHT COUNTY, MINNESOTA PROPERTY DESCRIPTION That part of the East Half of the Southwest Quarter of Section 15, Township 121, Range 25, Wright County, Minnesota described as follows: Commencing at the Southeast corner of said East Half of the Southwest Quarter; thence on an assumed bearing of North 0 degrees 06 minutes 53 seconds East along the East line of said East Half of the Southwest Quarter, a distance of 1170.18 feet to the point of beginning of the land to be described; thence continue North 0 degrees N06 minutes 53 seconds East along said East line, a distance of 818.51 feet to the Northeast corner of the South Half of the Northeast Quarter of the Southwest Quarter; thence North 89 degrees 04 minutes 07 seconds West along the North line of said South Half of the Northeast Quarter of the Southwest Quarter, a distance of 286.07 feet; thence North 48 degrees 26 minutes 40 seconds West, a distance of 235.82 feet; thence North 89 degrees 04 minutes 07 seconds West, a distance of 95.06 feet; thence South 19 degrees 36 minutes 40 seconds West, a distance of 162.08 feet to said North line of the South Half of the Northeast Quarter of the Southwest Quarter; thence North 89 degrees 04 minutes 07 - - - - - - _ - - NORTH LINE OF THE SE //4, SEC. / 5, TWP. / 2 /, R. 25 / / seconds West along said North line, a distance 707.82 feet to the Northwest corner of said South Half of the Northeast N -� Quarter of the Southwest Quarter; thence South 0 degrees 06 minutes 43 seconds West along the West line of said East L=12.40 / �----- - g g WEST LINE OF THE SE //4 OF �` r -R=180.00 / Half of the Southwest Quarter, a distance of 1984.80 feet to the Southwest corner of said East Half of the Southwest 5, TWP. /2 /, R. 25 Quarter; h` I A=3°56'51" - - _ Quarter; thence South 88 degrees 53 minutes 59 seconds East along the South line of said East half of the Southwest �� \ I REDF�RD - o / p° Graphic Scale (in feet) Quarter; a distance of 920.00 feet to a point distant 399.81 feet West from said Southeast corner of the East Half of the Xcel Energy Easement per y^l n 9$7.46 _ (f'ub/ic ri ZAIVE i r�-- Southwest Quarter; thence North 0 degrees 06 minute 54 seconds East, a distance of 514.05 feet; thence North 35 NOT TO SCALE tcc 9ht of Wa Q g Doc. No. 986337, 479489 95�� C/� Y) ,i degrees 46 minutes 59 seconds West, a distance of 93.37 feet; thence North 0 degrees 06 minutes 54 seconds East, a AND 565351N08°56'46"E �� 0 150 300 distance of 65.87 feet; thence North 35 degrees 06 minutes 24 seconds East, a distance of 95.47 feet; thence North 0 80.91 8 �,L=4.70 -R=120.00 SO N 1 inch = 150 feet degrees 06 minutes 54 seconds East, a distance of 436.41 feet to intersect a line bearing North 88 degrees 53 minutes OUTLOT A-, c /" , 4 T7yZIAle � 59 seconds West from the point of beginning; thence South 88 degrees 53 minutes 59 seconds East, a distance of 11,099 SQ. FT. =2°14'33" T /l/E�F , W y I I N J ° ZZ)/7-, G���� �y \:, 399.81 feet to the point of beginning. 0.255 AC. ! - 3\ Gq POINT 23 / 6 NORTH OF L=72.19 d. ��� 42 14'1' Np �O j Z And SOUTH 1/4 CORNER OF R=1-19.78- ��� N08- -54 584 "E ws6$ 9\\ D =�34'48" O -a, �2 $ U. l 5, TWP. 12 /, R. 25 - CCU I I 3228-34"E M ! �L�8905,4'06" o n N 89 54 06 W 36. sQ. � .83.44 Mahle Edge of Delineated Wetland. ' (A �y1 ° t fo��r �T �, rim �66. l3 See Miscellaneous Not 95 ` - - GL �h��iahs I I - ' 9 .8 N47°09'29"W / _ 1 � III � �� � � O i i 15.36 . a� 100 h tcc M MH '�CrT / N 89°04 07" W (Deed) �. 7. i '940-a l 9 ? ca er plans ej iF�e / / M ti� S I�, �� d _ �1 I � N 89005'14" W 374 �� � 95/.� ,. � �, o e �, vv 95. 6 937.7 2Soy�'ejrr II \ 93 3 1\142�4h%22"E tcc �Cpo � ,o >�� � � �o�, F�7�o�, / 16 - p , J h !p' - 9y NORTH LINE OF THE S 1/2 OF THE NE 1/4 OF THE SW 1/4, SEC. 15 y N 9423 stj,, 6 952 _ , / M y M �' OS o 7� ase \ L=32.13 . ES 3 �Q 6,810 SQ. FT. �� �; ,o X20 SQ T. ; (o ti �.�0 ,3�,3\0. R=88.00 -O l soae N 89°04'07" W 707,52 (Deed) ;' i l / 943 339.8 �u'� q 'N 89°04'0 6 W L �9°55'17" nh / 99 ' c �,� an ole' o� N 89°05'14" W 707.80 / �� \ - ti� - ( c 06 6 4 59.84 9°3t� 11�W f 940.0� cP� N 89°05' 4" Wj286.07 '� 0, 51 2 t �� .93 >� �P° eer 6004 L �a�� \' F-95.4 - - - - - - - - - - - - - - - - - - - O.5 I 4 - - - - _ - hole C�56 P a t h _ O (A Manhole v c 912 - - - - - / 9 SCORN€_OF THE S f7 O f=��2.46 �8 r rim=965.12 rK j� /�� ° 0J - -- `` - �� 4/.4 L=44 -47.03 p ` �� N ,� 409 2�V R-144.00-�E-N //4 gc3�, p 2 I 9�4�, 9�3 5 � � � � � 6 - CB ��jG ! 0 62" 966.2 b ® b' ��h N42 47��'Ef c 6 5 947.5 , _ W /f` l 5 b - _ - 4OA=18°42'39" � 3 ,� 1 i tcc i W eco �O 6 S puc: u�D 781 anh�3/e ` - a� - _ l 1962. 5 940 ° O / / rim955. 4 _ _ �65.� � 963 � S 82 02�3� O sco I L=54.0 ' 8'Plk� tc Corner falls on Manhole 958 i \ 1 I _ S45°00'00'E _ >__- ® W hole � R=14 0 6O°' - -_9- 8�0 96 -� Manhole \\ 59. Manho% = 7 / r / - \\\ \\ 60.00 - 2 O6 33 O r v 4.59 DIP stubs Per plans �� �4' Q 3 _ ' \ rim -962-96 \ 9 2 _ - --- 8 `a�0 i i r N8 D-20°55'17" rlm=954.38 Marko% 0� / I - - -� 5;56 X65.58 FVG -- - O ' Hydrant 5. Ian o sco )' 60 Manho% e F l`�� E/e . O _ °jmo�� '9g ® pv I M rvm=9_�3.L, 9 i soon anhole I sons tnh=96174--- r W E d I ter. S63°42'39"W 9 rim=962.75 / 4.7 cp W 959.3 N 6� rim=965.' l N/sem 0) // L=2 .43 I _ x/12 - OJ/ \ A R=-- 135.40r12 - �2 0- 4, �? O 48, / j D �8 4 90 - sco/ " 966 i SCHOOL BLVD; W� // P,_0) �/ ° 7.6 I 1 g° 19'5Z' h i � � ill � /�'l• ® � (a N893411W_u; rj iscQ �oS� ' 958 84.93 962.3 I ` -P� TT DNAOS J� FE� ON COMMONS SECOND Ln,- ��� ADDITION Easement per Doc. N. l a O I W / A14 34 753 1 1 i � ; W I �� �� � vb �I ��Z,� �^ i i i 66.8 -952- _� - 0°% i ®sco 96� 2 d 970.5 / Z �� r ®sco �� sco �Y �� �-�l 6O Z `� LOT 2 �NI Iia ' 9 5.9 o O O O iUril� �� i I I l O 0 - - O / �,G° ��° z ° 18.423 CFT. �c�Do O O 95 947.2 i s® O 802,523 SQ. � ----- / m t r 6 o I I i O I/ Z O � i ��Z II SII ' 675, � I�WIl96 l32 verm� O I 947. l* BLOCK T, qpU U 4 O �O c,!-� �" O � 1 11 xI iyn-�-i9�_ � -6 -pt_P _ !� .J�- / I 0cN94�O o W 7oa � C) - /'N /N sc�� ®sco 970.8 953.9 ' 953. `9P pins-, noI I� _-) > 19 c O Q Ui - QD 952.3��sec- - - - `----- _ eighbgrs Fe ce o o oub � � ---/96OQ �LO Shedover11 2 GO9------ O over lin ` 950 �®1 - ---- --723122 q ed----�-- t {�j\ - - - - i tc se ' B l d 966.0 - T - -[' - �4S 9 �6 965.8 \ 7.9 9 9 970.6 / 969.9 Q 96.8968 6 5 -- -� - - y- - 3 --- ------ -- Q - - 96a 967.61 O 9��? _ N 88/54' 8" W 399.$OMeas. 0 970. 969.5 - �� V ` V , 96'.5 65.6 01 9Q s Q� I ' 12'- � - c 8t�°5.59" W 399.8 / (Deed) �- � � � � � � � � � \ ` � � 964. �_9s `�_� -� -- tcc' 9 8.�3 TRAILER HOUSES AND SHED N 89°16'51" W 1184.23 TRAILER OUSES AND SHE ' - 95 .4 ' ' (�l d g POINT OF BEGINNING N-- �S� /tcc �'�y 96/.6 LINE PARALLEL WITH SOUTH LINE OF THESE l/4, SEC. 15 _ 953.0 ' 959.Ok' 00 , 1962.4 cV 1,893,237 SO. F[. i tcc B l d g 9�0 43.463 AC. 9'6%.0 W _ Concreete Curb = i� (hes e,4st of/ � � � LO I , 3.3 --- - \ C) 8/dg Oo�° O 66 I �� tcc cf� O O I 959. / i 905.1 n.2 Z Cocrete Curb tcc trons over hoe LEGEND 964.1 tcc/(�or) N N Brtumin us Drrve77 a,'IV Bldg N N i / 963.1 ^ 00� �l 969.9 W 965.2 O 0 DRAINAGE AND UTILITY EASEMENTS 12 - Bldg U °o I ARE SHOWN THUS: 6s �� ------ � ° O W U W _ \ \ Q) f a S _ 964.5 Vi i; Z t�°� W N 971.3 U 6 Svc B/dW N0 N N - - --- - ,a LC) L 6 97/.7 L a O LL_ - ---J L--- - O Q) O r I I O W -966'' ' -----966-- I 'O - I� W BEING 6 FEET IN WIDTH, UNLESS OTHERWISE INDICATED, AND ADJOINING LOT LINES, Lo W AND 12 FEET IN WIDTH, UNLESS OTHERWISE INDICATED, AND ADJOINING RIGHT-OF-WAY f - 966.8 LO Ln LINES, AS SHOWN ON THE PLAT. o O � rl z �, 969.3 '310 SE CORNER OF THE E 1/2 OF THE SW SW CORNER OF THESE 1/4 OF `7' _ 970.8 r 1/4 OF SEC. 15, TWP. l 2 /, R. 25 _ 12 - SEC. 15, TWP. 12 1, R. 25 970.9 Cast Iron Monument - - - 0611 972D - - _ 399.8 / - SOUTH LINE OF THE SE 1/4 OF SEC. 15, TWP. 12 1, R. 25 -- e 88°55'04" E 920.01 -- 970.7 - - wer (5. of line) Pen - c e 972. l - - - - - - - - - - - - - - - - - - - - - - - Fble 5 535359"E920.00 (Deed) (S. of hoe) SOUTH 1/4 CORNER OF (S c99'/ 65 / " E) SOUTH LINE OF THE SW 1/4 OF SEC. l 5, TWP. 12 1, R. 25 SEC. 15, TWP. 12 1, R. 25 X WL I- -X- Overhead Wires Edge of Designated Wetland per flags located in the field Sanitary Sewer Storm Sewer Watermain X Fence 3� Light 0 Power Pole O Manhole ® Catch Basin N Water Gate Valve 0 Communication Pedestal Riser ❑T Telephone Pedestal Riser I Sign Anchor for Power Poles ® Sewer Cleanout • FOUND MONUMENT O SET MONUMENT PLAT BOUNDARY PROPOSED LOT LINE PROPOSED RIGHT OF WAY PROPOSED D and U EASEMENT That part of the Southeast Quarter in Section 15, Township 121, Range 25, Wright County, Minnesota described as follows: Commencingat the Southwest corner of said Southeast Quarter; thence North along the West line of said 9 Southeast Quarter, a distance of 1170.18 to the point of beginning of the land to be described; thence East parallel with the South line of said Southeast Quarter, a distance of 723.00 feet; thence North parallel with the West line of said Southeast Quarter to the North line of said Southeast Quarter; thence West along said North line to the Northwest corner of said Southeast Quarter; thence South along the West line of said Southeast Quarter to the point of beginning, except that part platted as Groveland 4th Addition. PROPERTY SUMMARY 1. Subject property's addresses are unassigned. 2. Subject property's property identification numbers are 213100153100 and 213100151400. 3. The gross area of the subject property is 3,046,904 Square Feet or 69.947 acres. SURVEY NOTES 1. The bearing system is based on the Wright County Coordinate System, NAD83 (1986 Adjust), having an assumed bearing of S88°55'04"E for the South line of the Southwest Quarter of Section 15, Township 121, Range 25. 2. The vertical datum is based on NGVD29. 3. Field work was completed on 9/27/2023. MICELLANEOUS NOTES 1. A survey which included the subject property's, prepared by DeMarc Land Surveying & Engineering and dated 12/10/2021, was provided to WSB for use as the base for this preliminary plat. Said survey was field verified by WSB on 9/27/2023. 2. Designated Wetlands locations set by Kjolhaug Environmental Services Co. in the field. PLAT AREAS Proposed plat areas are as follows: Lot 1, Block 1 = 1,893,237 Square Feet or 43.463 acres Lot 2, Block 1 = 802,523 Square Feet or 18.423 acres Outlot A = 11,099 Square Feet or 0.255 acres Outlot B = 6,810 Square Feet or 0.156 acres Outlot C = 220,027 Square Feet or 5.051 acres R/W = 113,208 Square Feet or 2.599 acres Total = 3,046,904 Square Feet or 69.947 acres ADDRESSES Owner: City of Monticello Surveyor: WSB 701 Xenia Avenue South, Suite 300 Minneapolis, MN 55416 ZONING INFORMATION (As provided by the City of Monticello) The site is guided Mixed Neighborhood and Mixed Density Residential. Proposed guidance is Public and Institutional (PI). The entirety of the plat area is zoned Agriculture -Open Space (A -O) at time of annexation. Proposed zoning is Planned Unit Development (PUD). Setbacks will be determined by the PUD plans, but the base A -O setbacks are per below, subject to buffer yard requirements and easements. Given the plat perimeter for the lots, the setbacks on the lots will be 12' minimum. TABLE 3.1 A -O DEVELOPMENT STAHOARDS Required Yards (in feet O .� U) max KMirra+fm ildinirnern Iwirnimm Roof Oa) Height FlodrAvea Burrdirng Aitch a soffit _l--+ 4N� p Frofnt interior street Rear l ftrode F I (' F Sq �1 R th W -rd �� L rlA �1Ldl Side Side rk%ehavizo,atal rum) Principal 50 30 30 1 50 NA 1000 20 NA Structures Accessory Ill 6 30 6 15 NA NA NA Structures [1]: Accessory structure's shall not be located beyond the front building line established by the principal slmcture- wsb SCALE: 1" = 150' SURVEY BY: JV Z O U) w Z 0 a - 0f 0 Lu 0 w a 0 0 Z o ZO Z Q O Z >IYQ�p �p-(n V W Q Z LU H _ F- J [� m 0 J W Q WW Q Z =QZ-0LL W U,U) W U)wOfJ W< 3:�o� � 00ZW =WW0Z W 0 J 5 00111111 CHECK BY: JRH M 0 0 LO O 0 U_ J M N 0 N Q 0 Preliminary Plat WSB PROJECT NO. 022411-000 SHEET 1 OF 1 O .� U) 0 U .� � 7 Oa) _0 70 _l--+ 4N� p WSB PROJECT NO. 022411-000 SHEET 1 OF 1 CITY * Monticello Public WorksAI Monticello °RRHi TL �y a� - .. I� d r .akti � >i: t f. .- �- - � .. '.� .......� � S . ..! _..�F �.�. 1f 7�'Y'.�'�ax,'r..:,. i!`. :4'r:.-. ,...`-. ti�_. ., _a'I,xei.n 'h:. iv:. `._ �. ��k.. ��:r:: .. i_i. _�,,..__t ebJ..,1 ,rpt �� �� � � � i � . � a, 1 .Yp G Z: J l yy a �. i,i �. �I VIIIA I I - 74 yy�A i � -* '�"�y{�►��.'.. � � '- � - ' s • � - � v - .. - _ _. _. ... _ � _ _ Y I+' Yy . y �r 13 .� ^' A _ �g 4-.; � :Las:._ ✓ � . - - R Y - a hI Or f t I n r� t - y} ,:f. CITY Monticello r 5-71 W 4ip Monticello Public Works (AIN 4rTRTEL ARCHITECTS "R R _ �- �, ; �� `, , +, �, � � � � - - - --------- --- IILL IJLL Not for Construction Not for Construction PLOTTE®1/9/2023 7:17:27 AM PROJECT NAME T.O. PRECAST 0„ T.O. PRECAST - OFFICE 1 '-0" T..O. MEZZARFINE- T.O. N - T.O. SLAB - MAIN LEVEL 100'-0" J T.O. FOOTING W\ 96'- 0„ T.O. PREC. - 011 T.O. PREC. �\ OF T. T.O. SLAB 100'-0" T. FOOT 96 - 0" T.O-.SL_ LOWER LEVEL 86'- 0" Dark Gray Precast Concrete Panel - Finish 1 Dark Gray Precast Concrete Panel - Finish 2 Dark Gray Precast Concrete Panel - Finish 1 Dark Gray Precast Concrete Panel - Finish 2 Black Wood -Look Cladding - Horizontal Black Wood -Look Cladding - Vertical Concrete Retaining Wall Metal Panel Glazing 1 SOUTH ELEVATION 1/16" = 1'-0" LJh T.O. PRECAST 126'- 0" T.O. PRECAST OFFIC 1 '-0" T.(. M EZZAN I 111' - 11" T.O. SLAB - Mi LE\ _ Off T FOOTING v 96'- 0" 7 6 5 4 I I I I I Not for Construction T.O. PRECASv 126'-0" T.O. PRECAST - OFFICE 114' 0" T.O-.MEZZANINE 111' T.O. SLAB - MAIN _LEVEL 100'-0" T.O. FOOTIN L 96'-0" V I - - T.O. PRECAST 126'-0" T.O. PRECAST - OFFICE 11�-0"V M EZZA N E 111' - 11" SLAB - MAIN _LEVEL OgL 100'-0�" 1 -.0. FOOTING AL 96'-0" V T -.-SLAB - LOWER LEVEL 86'-0" Tom. -SLAB - " LOWER LEVEL �\ 86' - 0" 2 EAST ELEVATION City of Monticello Public Works � T.O. PRECAST T.O. PRECAST - OFFICE 114 - " T.O. MEZZANINE T.O. SLAB - MAIN LEVEL -011 T.FOOTING 96' - 0" T�. SL --AB -- LOWER LEVEL 86'-0" 0 o- 3 NORTH ELEVATION 4 WEST ELEVATION PRECAST 126'-0" 'RECAST - OFFICE � EZZ E 111' - 11" _AB - MAIN LEVEL 100'-0" FOOTING� 96' - 0" �1 .O. PRECAST ).PRECAST - OFFICE 114' - " .MEZZANINE 111' - 11" SLAB - MAIN LEVEL 100'-0" V '.0. FOOT)NG 96' - Not for Construction CLIENT: CITY OF Monticeflo '46OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: NOTES: Project Status \ NJTEC7-IV o� P UJ O G'�`O� O co Gp# ------------- \T PAVE' U n O FD U O ui z � zLU o m 4= O o I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNATURE: 15840 11/03/2023 LICENSE # DATE SHEET NAME: BUILDING ELEVATIONS REVISIONS: No. Date Description 23-01 11/03/2023 PROJECT NUMBER DATE MMP ANC DRAWN BY CHECKED BY SHEET NO: A301 0 2020 COPYRIGHT OERTEL ARCHITECTS. ALL RIGHTS RESERVED. Not for Construction PUBLIC WORKS STREET ADDRESS, MONTICELLO MN ARCH. PROJECT NO. 23-01 Vwft- 4- .'.: ,ri..'. '.'l: �s .,�.TF',- ii�..'V�� .Sm ';� .:I .n �}. - '.!!'k... - .�I.',s,. ... •I.,k« .fh'1 ••yy ..ff ." i.: IF' �JLi '{':: v'i ..�..•` 5 . 5.:.. '.�.r���+.� �" 'nt i "V':.p. �:'U•,• •'PI r 4 I i 7 z. ,;�' y .y:: 1','r:'rJ..: "x... .•I' ?`.e. , ,M a "alt'., s . ''��A:r7� { +v..,} f.:�:.., 4 ,P, '''2F:. -,.Y! .r'' .i: :, a!d�i• :@ 'tA i'tti; '. t�-:'..� .-.�' -5. ?" i+r}Y� `[.,, �"' ��' � '•u�' • } -:.,w.. :i2u..-5.ii.. - ::f - ,•}7: .a S a.'s�ri':; .,F,: ���',,�+::•x,w-.t•v .,Ais'" ` Mod . *:a1.i iCii k�..; .�- a,- •ti 4: .1 r ./, a.'•A!i ,41.-,y 6r'.ei:l 5u#' 'i f:. '�� � =r-' •'i "i4�hi ,�.5�-4; `'' - .p',' �".�� ,iso: ..J.�F. '. I.. - .� r r � �,� �'' S ��r. i'{•.VIe� ff 'ri'.a` � tiA r' ��11 a Yk .• I, .. y. ir7�.,y. :Y?tw'. .A S`i'S-` ;7,L--, e' .i, S. j�' �# nt:Y�:%S'i1SA,$r}',.. '�J... SITE AERIAL - NOT TO SCALE Not for Construction PLOTTE®1/9/2023 3:30:01 PM PROJECT NAME: City of Monticello Public Works T Ad ri P% F F— !.A ARCHITECT: OERTEL ARCHITECTS 1795 ST. CLAIR AVE. ST. PAUL, MN 55105 (651) 696.5186 CONTACT: ANDREW COOPER acooper@oertelarchitects.com CONTACT: MADDY PETERS mpeters@oertelarchitects.com r�_LTA_I WSB 701 XENIA AVENUE S SUITE 300 MINNEAPOLIS, MN 55416 (763) 541.4800 CONTACT: VICKI VANDELL VVanDell@wsbeng.com CONTACT: MARISSA GRIFFIN MGriffin@wsbeng.com "Y Not for Construction Not for Construction 0 2020 COPYRIGHT OERTEL ARCHITECTS. ALL RIGHTS RESERVED. CLIENT: CITY OF Monti"Ceflo OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: NOTES: Project Status NJTECTS \ o� P UJ O G'�`O� O co ------------- \T PAVE' U n O O U O z 2 4- (/)2 zLU o m 4= O o I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNATURE: 15840 11/09/2023 LICENSE # DATE SHEET NAME: TITLE - SITE SUBMITTAL REVISIONS: No. Date Description 23-01 11/09/2023 PROJECT NUMBER DATE MMP ANC DRAWN BY CHECKED BY SHEET NO: Not for Construction Not for Construction 1 SITE PLAN 111 = 50'-01' Not for Construction PLOTTE®1/9/2023 3:29:31 PM PROJECT NAME City of Monticello Public Works SITE KEYNOTES: OPUBLIC WORKS FACILITY 02 FUELING ISLAND WITH CANOPY OCLASS 5 - SEE CIVIL PAVING PLAN, SEE SPECIFICATIONS OCONCRETE PAVING, INCLUDES SIDEWALK BETWEEN DOOR APRONS AND STOOPS - SEE CIVIL PAVING PLAN, SEE SPECIFICATIONS OASPHALT PAVING - SEE CIVIL PAVING PLAN, SEE SPECIFICATIONS OSALT SHELTER OSITE PLANTING - SEE LANDSCAPE OBRINE BUILDING (9)VINYL COATED CHAINLINK FENCE CENTERED IN 2' CONCRETE PAVING MAINTENANCE STRIP - 7'-0" TALL - SEE DETAIL 1/A002 POWERED VERTICAL PIVOT GATE WITH AUTOMATIC OPENER, LOOP DETECTION BY PROVIDER (3 TOTAL PER GATE: 1 EXIT ACCESS, 2 REVERSIBLE 10 SAFETY LOOPS), CARD READER AT PUBLIC SIDE OF GATE. SEE SPECIFICATIONS FOR MORE INFO. COORDINATE WITH OWNER PRIOR TO INSTALLATION FOR LOCATIONS OF ALL EQUIPMENT FEATURES 11 MATERIAL STORAGE BINS 12 TRASH ENCLOSURE - SCREEN WALL WITH SWING GATES (SEE DRAWINGS ON A002) - CONCRETE SLAB, SEE CIVIL 13 BIOFILTRATION POND - SEE CIVIL 14 OUTSIDE WASHOUT - SEE CIVIL 15 FUTURE ROLL -UP GENERATOR LOCATION, SEE LOCATION NOTES ON PLAN - SEE ELECTRICAL CONCRETE PAD FOR TRANSFORMER - SEE ELECTRICAL, COORDINATE PAD ��PRELIMINARY SIZE AND DESIGN WITH UTILITY COMPANY, SEE STRUCTURAL FOR DESIGN C17 FLAG POLE WITH UPLIGHTING - (2) LIGHTS PER POLE - SEE ELECTRICAL 18 PARKING AND ADA STRIPING AS INDICATED 19 6" DIA. CONCRETE FILLED STEEL PIPE BOLLARD 20 BOLLARD WITH ADA SIGNAGE 21 LAYDOWN AREA 22 PROXIMITY READER AND PEDESTAL - SEE ELECTRICAL, COORDINATE WITH SECURITY PROVIDER 23 6" TALL CONCRETE CURBED ISLAND ��BYCONCRETE FUEL ISLAND SLAB - MINIMUM 8" SLAB ON GRADE - FINAL DESIGN FUEL ISLAND PROVIDER 25 UNDERGROUND FUEL TANK, SIZE SHOWN IS APPROXIMATE TO ONE MANUFACTURER, SEE SPECIFICATIONS FOR TANK REQUIREMENTS FUEL STATION WITH (2) DISPENSERS: 1 GAS AND 1 DIESEL, A LENGTH OF 26 HOSE WITH TENDER/RETRACTOR ON EACH DISPENSER, SEE SPECIFICATIONS FOR REQUIREMENTS (27 FUEL SYSTEM INFORMATION INPUT PAD AND PEDESTAL FRAME FUEL ISLAND CANOPY STRUCTURE WITH 42" CONCRETE (,,STEEL COLUMN PROTECTORS, CUSTOM COLOR PRE -FINISHED FASCIA AND SOFFIT SYSTEM BY CANOPY PROVIDER, PAINT COLUMNS PER FINISH SCHEDULE - SEE SPECIFICATIONS MAN HOLE ACCESS TO FUEL TANK, FUEL ISLAND CONTRACTOR TO ��EMBEDDED COORDINATE ALL UNDERGROUND INSTALLATIONS AND CONCRETE ITEMS (30 GRAVEL MULCH - SEE CIVIL AND FOUNDATIONS FOR FUEL ISLAND CANOPY SYSTEM. (,,FOOTING COORDINATE FINAL DEPTH WITH TANK MANUFACTURER AND ACCESSORIES PROVIDED FOR COMPLETE FUEL SYSTEM AS THE DEPTH MAY VARY BASED ON ACCESSORY AND ACTUAL TANK DIMENSIONS - SEE STRUCTURAL 32 CONCRETE PAVING - BY FUEL ISLAND PROVIDER CONCRETE "DEAD MEN" HOLD DOWNS, PROVIDE NUMBER READ FOR SIZE OF ��INFO TANK, REVIEW SOIL CONDITIONS AND GEOTECH REPORT FOR ADDITIONAL AND REQS 34 LED LIGHTING BY FUEL ISLAND CANOPY PROVIDER - COORDINATE WITH ELECTRICAL ��UNDROOF DRAIN PIPE WITH HEAT TAPE - BY CANOPY PROVIDER. DOWNSPOUT ERGROUND CATCHMENT WITH HEAT TAPE - SEE CIVIL. DOWNSPOUTS CONNECT TO SYSTEM (36 CONCRETE COLUMN PROTECTOR - 4'-0" TALL, SLOPED TOP (37) CHAIN LINK SWING GATE WITH HASP - 3'- 0" WIDE GENERAL NOTES: CURB PAVING, LANDSCAPE, AND UTILITY INFORMATION SHOWN FOR REFERENCE ONLY. SEE CIVIL / SITE, LANDSCAPE AND MECHANICAL / ELECTRICAL PLANS FOR OTHER ITEMS AND ADDITIONAL DETAIL NOT ALL KEYNOTES PRESENT ON EACH PAGE, SEE OTHER SITE PLAN SHEETS FOR ALL RELATED NOTES AND LOCATIONS Ot Tor uonstruction CLIENT: CITY DF Monti"ceflo RTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: NOTES: Project Status C TECTS v/ P 4f opUJ ON4 O G'�NO co GOA S7- P AV'' U n O O U O z z o FD w �' O U O u � I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNATURE: 15840 11/09/2023 LICENSE # DATE SHEET NAME: SITE PLAN REVISIONS: No. Date Description 23-01 11/09/2023 PROJECT NUMBER DATE MMP ANC DRAWN BY CHECKED BY SHEET NO: O 0 0 2020 COPYRIGHT OERTEL ARCHITECTS. ALL RIGHTS RESERVED. Not for Construction PLAN KEYNOTES:GENERAL PLAN NOTESOARE TYPICAL FOR ALL BUILDING PLANS. SOME NOTES MAY NOT BE LOCATED ON ONE PLAN VIEW, BUT ARE STILL APPLICABLE WITHIN THE PROJECT 01 PRECAST INSULATED WALL PANEL - SEE ELEVATION FOR FINISH 02 SOLID PRECAST WALL PANEL - SEE ELEVATION FOR FINISH 03 CONCRETE SLAB ON GRADE, SEE STRUCTURAL FOR REINFORCEMENT AND DETAILS/NOTES - SEAL ALL CONTROL AND CONSTRUCTION JOINTS CONCRETE SLAB ON GRADE WITH IN -FLOOR RADIANT HEAT, SEE 04 STRUCTURAL FOR REINFORCEMENT AND DETAILS/NOTES - SEAL ALL CONTROL AND CONSTRUCTION JOINTS PRE -FABRICATED TRENCH DRAIN ASSEMBLY, 12"+/- DRAIN WIDTH MAX, 05 COORDINATE WITH STRUCTURAL AND MECHANICAL DETAILS - SEAL ALL CONSTRUCTION JOINTS - SEE A602 FOR DETAILS EXTERIOR HOLLOW METAL DOOR AND FRAME, PAINT PER SCHEDULE, SEE 06 SCHEDULE FOR INFORMATION, PROVIDE STRUCTURAL STOOP AT ALL EXTERIOR DOORS PRE -FINISHED METAL CUSTOM COLOR AND GLAZED SECTIONAL OVERHEAD 07 DOOR. PROVIDE STEEL PLATE AT JAMB AND OPENING. PAINT PER SCHEDULE. PROVIDE (2) BOLLARDS AT EXTERIOR OF EACH DOOR, PROVIDE DOOR APRON MIN. 4' FROM EXT. FACE OF BUILDING 08 PRE -FINISHED ALUMINUM WINDOW / ENTRY SYSTEM, SEE SCHEDULE FOR TYPE INFORMATION 09 FLOOR TILE, SEE FINISH SCHEDULE 10 CARPET FLOOR TILE, SEE FINISH SCHEDULE 11.1 SEALED CONCRETE FLOORS, SEE FINISH SCHEDULE 11 2 POLISHED CONCRETE FLOORS, SEE FINISH SCHEDULE CONCRETE TOPPING OVER PRECAST PLANK WITH CONTROL JOINTS AS 1� SHOWN - SEAL 12 INTERIOR HOLLOW METAL DOOR AND FRAME, RETURN WALL FINISH TO DOOR FRAME, SEE SCHEDULE FOR INFORMATION 13 INTERIOR WOOD DOOR AND HOLLOW METAL FRAME, RETURN WALL FINISH TO DOOR FRAME, SEE SCHEDULE FOR INFORMATION 14 6" DIA. EXTERIOR STEEL BOLLARDS FILLED WITH CONCRETE, PAINT - SEE DETAIL CONCRETE FILLED METAL PAN STAIR AND STEEL PIPE RAILINGS, PAINT ALL 15 EXPOSED STEEL INTERIOR MEZZANINE STEEL PIPE RAILING WITH IN -SWINGING GATES AS 16.11 INDICATED, PROVIDE LATCHING HASP. GATE TO HAVE STOPS AT HINGES THAT PREVENT OUT -SWINGING ACTIONS. PROVIDE SAFETY CHAIN SLIPPED TO OUTSIDE OF EACH GATE FLOOR MOUNTED STEEL PIPE GUARDRAILS IN ACCORDANCE WITH MN ADA 16.2 ACCESIBILITY CODE SECTION 307.4, PAINT - TYP. @ AREAS UNDER OPEN STAIRWAYS 17 WELDING EXHAUST ARM WITH LIGHT AND INTEGRATED FILTRATION SYSTEM, SEE MECHANICAL FOR MODEL AND DETAIL 18 LUBE REEL AND LUBE REEL SUPPORT BEAM, PAINT PER FINISH SCHEDULE - SEE MECHANICAL/STRUCTURAL 19 WALL MOUNTED VEHICLE EXHAUST REEL - SEE MECHANICAL 20 RECESSED DOCK LEVELER WITH BUMPERS - SEE SPEC FIRE EXTINGUISHER IN CABINET, 4'-0" MAX MOUNTING HEIGHT - WALL MOUNT 21 AT PRECAST WALL, RECESSED AT CMU WALL AND STUD FRAMED WALL FLAMABLE WASTE TRAP - SEE MECHANICAL FOR MODEL AND DETAIL, SEE 22 STRUCTURAL FOR FOUNDATION STEPS VEHICLE WASH EQUIPMENT - ACTIVATION TO BE COORDINATED WITH OVERHEAD DOOR OPERATION. ACCESSORIES AND FEATURES TO BE F23 PROVIDED BY SECTION 11 11 70 FOR AUTOMATED WASH, DIVISION 23 FOR MANUAL PRESSURE WASHING EQUIPMENT - ELECTRICAL COMPONENTS MUST BE 30" ABOVE THE FLOOR 24 ELECTRICAL EQUIPMENT - SEE ELECTRICAL 25 4" CONCRETE HOUSEKEEPING PAD - VERIFY LOCATION AND SIZE WITH MECHANICAL EQUIPMENT 26 4" CONCRETE SITE PAVING, TOOLED JOINTS, PROVIDE EXPANSION MATERIAL BETWEEN PAVING AND BUILDING - SEAL JOINTS 27 CONCRETE APRON, SEE PLANS FOR WIDTH - SEE STRUCTURAL 28 CONCRETE STOOP, SEE PLANS FOR WIDTH - SEE STRUCTURAL OVERHEAD 5 TON BRIDGE CRANE, SEE STRUCTURAL FOR DETAILS/NOTES, 29 STRUCTURAL CONNECTIONS BY CRANE PROVIDER, STRUCTURAL TO PROVIDE SUPER STRUCTURE TO SUPPORT 30 RANGE BY OWNER - SEE MECHANICAL AND ELECTRICAL FOR DETAILS/NOTES 31 METAL STAIR AND STEEL PIPE RAILING FOR ROOF ACCESS 32 STAINLESS STEEL ADA GRAB BARS 33 PRE -FINISHED SOLID POLYMER URINAL PARTITION 34 PRE -FINISHED SOLID POLYMER WATERCLOSET PARTITION 35 FLOOR DRAIN - SEE MECHANICAL FOR DETAILS/NOTES 36 WALL MOUNTED TOILET - SEE MECHANICAL FOR DETAILS/NOTES 37 WALL MOUNTED URINAL - SEE MECHANICAL FOR DETAILS/NOTES 38 UNDERMOUNT BATHROOM SINK - SEE MECHANICAL FOR SINK AND FAUCET DETAILS/NOTES 39 WALL MOUNTED PAPER TOWEL HOLDER - BY OWNER 40 WALL MOUNTED MIRROR 41 FULL HEIGHT 2'X 2' STEEL LOCKERS WITH SLOPED TOP 42 WOOD BENCH - BOLT TO FLOOR 43 ADA WOOD BENCH - BOLT TO FLOOR 44 WALL MOUNTED ADA FOLDABLE SHOWER SEAT - PROVIDE WALL BACKING FOR SUPPORT AS REQUIRED FIRE RATED WALLS: �0�0�0� 1 HR RATED FIRE BARRIER/HORIZONTAL ASSEMBLY 2 HR RATED FIRE BARRIER/HORIZONTAL ASSEMBLY ALL FIRE BARRIER WALLS TO BE MARKED AND IDENTIFIED PER SEC. 707.3. FIELD VERIFY WITH ARCHITECT/OWNER LOCATION AND COLOR GENERAL NOTES: PLAN NOTES ARE TYPICAL FOR ALL BUILDING PLANS. SOME NOTES MAY NOT BE LOCATED ON ONE PLAN VIEW, BUT ARE STILL APPLICABLE WITHIN THE PROJECT FIRE BARRIERS PER MNBC SEC. 707 HORIZONTAL ASSEMBLIES PER MNBC SEC. 711 SEE SHEET ??? FOR TYPICAL PENETRATION DETAILS IN FIRE RATED ASSEMBLIES ALL JOINTS (FLOOR, CEILING OR STRUCTURE, AND WALL TO STRUCTURE SHALL BE SEALED TO MEET FIRE RATING REQUIREMENTS) Not for Construction PLOTTE®1/9/2023 3:29:32 PM PROJECT NAME 45 STAINLESS STEEL ADA SHOWER GRAB BARS 46 RESTROOM SOLID SURFACE COUNTER WITH KNEE PROTECTION - SEE SHEET 0002 FOR MORE INFO. 47 SHOWER HEAD FIXTURE 48 SHOWER CURTAIN WITH ROD 49 REFRIGERATOR BY OWNER - PROVIDE ELECTRICAL OUTLET - SEE MECHANICAL FOR DETAILS/NOTES 50 STAINLESS STEEL SINK 51 DUAL HEIGHT WALL MOUNTED ADA DRINKING FOUNTAINS 52 SINGLE HEIGHT WALL MOUNTED ADA DRINKING FOUNTAINS 53 WASTE OIL RECEPTICLE - SEE MECHANICAL FOR DETAILS/NOTES 54 EMERGENCY EYE WASH STATION - SEE MECHANICAL 55 JANITOR MOP SINK, ADD FRP PANELS WHERE ADJACENT WALLS ARE NOT BLOCK - SEE MECHANICAL FOR NOTES/DETAILS 56 ICE MACHINE - SEE MECHANICAL FOR NOTES/DETAILS 57 GANG SINK - SEE MECHANICAL FOR DETAILS/NOTES 58 MICROWAVE - BY OWNER 59 SOLID SURFACE COUNTERTOP WITH PRE -FIN. MTL SUPPORT BRACKETS 59.2 STAINLESS STEEL COUNTERTOP WITH PRE -FIN. MTL SUPPORT BRACKETS I 60 WALL MOUNTED SINK - SEE MECHANICAL FOR DETAILS/NOTES FOUR POST SURFACE MOUNT VEHICLE LIFT AND CONTROL PANEL - FIELD 61 VERIFY LOCATION WITH ARCHITECT/OWNER - COORDINATE AIR SUPPLY PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY ELECTRICAL - PROVIDED BY OWNER TWO POST SURFACE MOUNT VEHICLE LIFT AND CONTROL PANEL - FIELD VERIFY LOCATION WITH ARCHITECT/OWNER - COORDINATE AIR SUPPLY 62 PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY ELECTRICAL - PROVIDED BY OWNER 63 POLYCARBONATE SCREEN WALL 64 PRECAST PLANK SHELF ABOVE SOLID SURFACE COUNTERTOP AND BACKSPLASH OVER PRE -FINISHED WOOD 65 CASEWORK WITH PRE -FINISHED WOOD INTERIOR - SEE INTERIOR ELEVATION FOR LAYOUT AND ADDITIONAL INFORMATION 66 FULL HEIGHT 18" X 18" STEEL LOCKERS WITH SLOPED TOP 67 FULL HEIGHT 15" X 18" WET LOCKERS WITH SLOPED TOP 68 WALL MOUNTED ALL -IN -ONE SINK - SEE MECHANICAL FOR DETAILS/NOTES 44,000 LB IN -GROUND LARGE VEHICLE LIFT AND CONTROL PEDESTAL, FIELD VERIFY LOCATION WITH OWNER/ARCHITECT - COORDINATE AIR SUPPLY 69 PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY ELECTRICAL, COORDINATE ANY WATER DRAINAGE FEATURES WITH MECHANICAL/PLUMBING 35,000 LB IN -GROUND LARGE VEHICLE LIFT AND CONTROL PEDESTAL, FIELD VERIFY LOCATION WITH ARCHITECT/OWNER - COORDINATE AIR SUPPLY 70 PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY ELECTRICAL, COORDINATE ANY WATER DRAINAGE FEATURES WITH MECHANICAL/PLUMBING 71 CLOTHES WASHER BY OWNER - SEE MECHANICAL FOR DETAILS/NOTES 72 CLOTHES DRYER BY OWNER - SEE MECHANICAL FOR DETAILS/NOTES 73 POWER WASH UNIT - SEE MECHANICAL FOR DETAILS/NOTES - ELECTRICAL COMPONENTS MUST BE 30" ABOVE THE FLOOR EXPOSED STEEL STRUCTURE, FULLY SEAL UP AND AROUND COLUMNS AT 74.1 CONDITIONS ADJACENT TO CONC. BLOCK, PAINT PER SCHEDULE - SEE u_ STRUCTURAL 74.2 C.I.P. CONC. COLUMN PROTECTOR, PAINT - SEE STRUCTURAL 75 FLOOR MOUNTED TOILET - SEE MECHANICAL FOR DETAILS/NOTES 76.1 MECHANICAL EQUIPMENT - SEE MECHANICAL FOR DETAILS/NOTES EXPOSED MECHANICAL DUCTWORK/PIPING, PAINT - SEE MECHANICAL FOR 76.2 u DETAILS/NOTES 77 HUFCOR OPERABLE PARTITION 78 ELECTRIC BASEBOARD RADIATOR - SEE MECHANICAL FOR DETAILS/NOTES 79 HALF HEIGHT GYP BOARD ON METAL STUD WALL 80 PRE -FINISHED MTL. CLOSURE PIECE BY LOCKER SUPPLIER 81 SOLID SURFACE PASS THROUGH COUNTERTOP WITH ACRYLIC SERVICE WINDOW 82 CASEWORK WITH PLASTIC LAMINATE FINISH AND MELAMINE INTERIOR ABOVE - SEE INTERIOR ELEVATION FOR LAYOUT AND ADDITIONAL INFORMATION 83 NOT USED 84 BARRIER FREE DOOR OPERATOR AND PEDESTAL 85 GALVANIZED BAR GRATE ON 4" CURB- SEE DETAILS 86 UTILITY SINK - SEE MECHANICAL 87 APPLIANCE MANUFACTURER PEDESTAL BASE TO MATCH WASHER/DRYER 88 ACCORDION TYPE HORIZONTAL SLIDING DOOR OA WALL SCHEDULE TYPE CONSTRUCTION NOTES GRAPHIC ASSEMBLY TOTAL THICKNE SS FIRE RATIN G SURFACE 1 CORE SURFACE 2 City of Monticello Public Works Not for Construction 1 LOWER LEVEL PLAN 3/64" = 1'-0" 0 4 A301 Not for Construction CLIENT: CITY OF Monti"Ceflo 4q OERTEL ARCHITECTS, LTD. <varies> CONSULTANT: NOTES: A NITEC7- 12" BLOCK PLAIN 11 5/8" - ELECTRICAL CONDUIT co 4u l PAUL U SHALL BE EMBEDED WITHIN WALL - O '�.' U 0 Z Li.i z 0 O COORDINATE WITH O 1 HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REINFORCEMENT OF THE STATE OF MINNESOTA. SIGNATURE: 15840 11/09/2023 LICENSE # DATE SHEET NAME: LOWER LEVEL FLOOR PLAN REVISIONS: REQUIREMENTS B Date Description 8" BLOCK PLAIN 7 5/8" - ELECTRICAL CONDUIT SHALL BE EMBEDED WITHIN WALL - �' COORDINATE WITH REINFORCEMENT REQUIREMENTS D 5/8" GYP BD 3 5/8" METAL 5/8" GYP BD 4 7/8" - MOISTURE RESISTANT SHEET NO: C STUD GYP BD AT WET LOCATIONS E 5/8" GYP BD 3 5/8" METAL - 4 1/4" - MOISTURE RESISTANT L. STUD GYP BD AT WET LOCATIONS H 12" PRECAST V-011 SURFACE MOUNTED PANEL ELECTRICAL CONDUIT AND BOXES City of Monticello Public Works Not for Construction 1 LOWER LEVEL PLAN 3/64" = 1'-0" 0 4 A301 Not for Construction CLIENT: CITY OF Monti"Ceflo 4q OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: NOTES: Project Status NITEC7- v 0� 4uUJ O G'�`O� O co 4u l PAUL U I..L O U 0 Z Li.i z 0 O N LU �_+ O O 1 HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNATURE: 15840 11/09/2023 LICENSE # DATE SHEET NAME: LOWER LEVEL FLOOR PLAN REVISIONS: No. Date Description 23-01 11/09/2023 PROJECT NUMBER DATE Author Checker DRAWN BY CHECKED BY SHEET NO: Al O © 2020 COPYRIGHT OERTEL ARCHITECTS. ALL RIGHTS RESERVED. Not for Construction PLAN KEYNOTES:GENERAL PLAN NOTESOARE TYPICAL FOR ALL BUILDING PLANS. SOME NOTES MAY NOT BE LOCATED ON ONE PLAN VIEW, BUT ARE STILL APPLICABLE WITHIN THE PROJECT 01 PRECAST INSULATED WALL PANEL - SEE ELEVATION FOR FINISH 02 SOLID PRECAST WALL PANEL - SEE ELEVATION FOR FINISH 03 CONCRETE SLAB ON GRADE, SEE STRUCTURAL FOR REINFORCEMENT AND DETAILS/NOTES - SEAL ALL CONTROL AND CONSTRUCTION JOINTS CONCRETE SLAB ON GRADE WITH IN -FLOOR RADIANT HEAT, SEE 04 STRUCTURAL FOR REINFORCEMENT AND DETAILS/NOTES - SEAL ALL CONTROL AND CONSTRUCTION JOINTS PRE -FABRICATED TRENCH DRAIN ASSEMBLY, 12"+/- DRAIN WIDTH MAX, 05 COORDINATE WITH STRUCTURAL AND MECHANICAL DETAILS - SEAL ALL CONSTRUCTION JOINTS - SEE A602 FOR DETAILS EXTERIOR HOLLOW METAL DOOR AND FRAME, PAINT PER SCHEDULE, SEE 06 SCHEDULE FOR INFORMATION, PROVIDE STRUCTURAL STOOP AT ALL EXTERIOR DOORS PRE -FINISHED METAL CUSTOM COLOR AND GLAZED SECTIONAL OVERHEAD DOOR. PROVIDE STEEL PLATE AT JAMB AND OPENING. PAINT PER SCHEDULE. 07 PROVIDE (2) BOLLARDS AT EXTERIOR OF EACH DOOR, PROVIDE DOOR APRON MIN. 4' FROM EXT. FACE OF BUILDING PRE -FINISHED ALUMINUM WINDOW / ENTRY SYSTEM, SEE SCHEDULE FOR 08 TYPE INFORMATION 09 FLOOR TILE, SEE FINISH SCHEDULE 10 CARPET FLOOR TILE, SEE FINISH SCHEDULE 11.1 SEALED CONCRETE FLOORS, SEE FINISH SCHEDULE 11.2 POLISHED CONCRETE FLOORS, SEE FINISH SCHEDULE II CONCRETE TOPPING OVER PRECAST PLANK WITH CONTROL JOINTS AS 11.3 SHOWN - SEAL 12 INTERIOR HOLLOW METAL DOOR AND FRAME, RETURN WALL FINISH TO DOOR FRAME, SEE SCHEDULE FOR INFORMATION 13 INTERIOR WOOD DOOR AND HOLLOW METAL FRAME, RETURN WALL FINISH TO DOOR FRAME, SEE SCHEDULE FOR INFORMATION 14 6" DIA. EXTERIOR STEEL BOLLARDS FILLED WITH CONCRETE, PAINT - SEE DETAIL 15 CONCRETE FILLED METAL PAN STAIR AND STEEL PIPE RAILINGS, PAINT ALL EXPOSED STEEL INTERIOR MEZZANINE STEEL PIPE RAILING WITH IN -SWINGING GATES AS 16.1 INDICATED, PROVIDE LATCHING HASP. GATE TO HAVE STOPS AT HINGES THAT PREVENT OUT -SWINGING ACTIONS. PROVIDE SAFETY CHAIN SLIPPED TO OUTSIDE OF EACH GATE FLOOR MOUNTED STEEL PIPE GUARDRAILS IN ACCORDANCE WITH MN ADA 16.2 ACCESIBILITY CODE SECTION 307.4, PAINT - TYP. @ AREAS UNDER OPEN u STAIRWAYS WELDING EXHAUST ARM WITH LIGHT AND INTEGRATED FILTRATION SYSTEM, 17 SEE MECHANICAL FOR MODEL AND DETAIL 18 LUBE REEL AND LUBE REEL SUPPORT BEAM, PAINT PER FINISH SCHEDULE - SEE MECHANICAL/STRUCTURAL 19 WALL MOUNTED VEHICLE EXHAUST REEL - SEE MECHANICAL 20 RECESSED DOCK LEVELER WITH BUMPERS - SEE SPEC 21 FIRE EXTINGUISHER IN CABINET, 4'-0" MAX MOUNTING HEIGHT - WALL MOUNT AT PRECAST WALL, RECESSED AT CMU WALL AND STUD FRAMED WALL 22 FLAMABLE WASTE TRAP - SEE MECHANICAL FOR MODEL AND DETAIL, SEE STRUCTURAL FOR FOUNDATION STEPS VEHICLE WASH EQUIPMENT - ACTIVATION TO BE COORDINATED WITH OVERHEAD DOOR OPERATION. ACCESSORIES AND FEATURES TO BE 23 PROVIDED BY SECTION 11 11 70 FOR AUTOMATED WASH, DIVISION 23 FOR MANUAL PRESSURE WASHING EQUIPMENT - ELECTRICAL COMPONENTS MUST BE 30" ABOVE THE FLOOR 24 ELECTRICAL EQUIPMENT - SEE ELECTRICAL 25 4" CONCRETE HOUSEKEEPING PAD - VERIFY LOCATION AND SIZE WITH MECHANICAL EQUIPMENT 26 4" CONCRETE SITE PAVING, TOOLED JOINTS, PROVIDE EXPANSION MATERIAL BETWEEN PAVING AND BUILDING - SEAL JOINTS 27 CONCRETE APRON, SEE PLANS FOR WIDTH - SEE STRUCTURAL 28 CONCRETE STOOP, SEE PLANS FOR WIDTH - SEE STRUCTURAL OVERHEAD 5 TON BRIDGE CRANE, SEE STRUCTURAL FOR DETAILS/NOTES, 29 STRUCTURAL CONNECTIONS BY CRANE PROVIDER, STRUCTURAL TO PROVIDE SUPER STRUCTURE TO SUPPORT 30 RANGE BY OWNER - SEE MECHANICAL AND ELECTRICAL FOR DETAILS/NOTES 31 METAL STAIR AND STEEL PIPE RAILING FOR ROOF ACCESS 32 STAINLESS STEEL ADA GRAB BARS 33 PRE -FINISHED SOLID POLYMER URINAL PARTITION 34 PRE -FINISHED SOLID POLYMER WATERCLOSET PARTITION 35 FLOOR DRAIN - SEE MECHANICAL FOR DETAILS/NOTES 36 WALL MOUNTED TOILET - SEE MECHANICAL FOR DETAILS/NOTES 37 WALL MOUNTED URINAL - SEE MECHANICAL FOR DETAILS/NOTES 38 UNDERMOUNT BATHROOM SINK - SEE MECHANICAL FOR SINK AND FAUCET DETAILS/NOTES 39 WALL MOUNTED PAPER TOWEL HOLDER - BY OWNER 40 WALL MOUNTED MIRROR 41 FULL HEIGHT 2'X 2' STEEL LOCKERS WITH SLOPED TOP 42 WOOD BENCH - BOLT TO FLOOR 43 ADA WOOD BENCH - BOLT TO FLOOR WALL MOUNTED ADA FOLDABLE SHOWER SEAT - PROVIDE WALL BACKING 44 FOR SUPPORT AS REQUIRED FIRE RATED WALLS: �0�0�0� 1HR RATED FIRE BARRIER/HORIZONTAL ASSEMBLY 2 HR RATED FIRE BARRIER/HORIZONTAL ASSEMBLY ALL FIRE BARRIER WALLS TO BE MARKED AND IDENTIFIED PER SEC. 707.3. FIELD VERIFY WITH ARCHITECT/OWNER LOCATION AND COLOR GENERAL NOTES: PLAN NOTES ARE TYPICAL FOR ALL BUILDING PLANS. SOME NOTES MAY NOT BE LOCATED ON ONE PLAN VIEW, BUT ARE STILL APPLICABLE WITHIN THE PROJECT FIRE BARRIERS PER MNBC SEC. 707 HORIZONTAL ASSEMBLIES PER MNBC SEC. 711 SEE SHEET ??? FOR TYPICAL PENETRATION DETAILS IN FIRE RATED ASSEMBLIES ALL JOINTS (FLOOR, CEILING OR STRUCTURE, AND WALL TO STRUCTURE SHALL BE SEALED TO MEET FIRE RATING REQUIREMENTS) Not for Construction 45 STAINLESS STEEL ADA SHOWER GRAB BARS RESTROOM SOLID SURFACE COUNTER WITH KNEE PROTECTION - SEE SHEET 46 0002 FOR MORE INFO. 47 SHOWER HEAD FIXTURE 48 SHOWER CURTAIN WITH ROD 49 REFRIGERATOR BY OWNER - PROVIDE ELECTRICAL OUTLET - SEE MECHANICAL FOR DETAILS/NOTES 50 STAINLESS STEEL SINK 51 DUAL HEIGHT WALL MOUNTED ADA DRINKING FOUNTAINS 52 SINGLE HEIGHT WALL MOUNTED ADA DRINKING FOUNTAINS 53 WASTE OIL RECEPTICLE - SEE MECHANICAL FOR DETAILS/NOTES 54 EMERGENCY EYE WASH STATION - SEE MECHANICAL 55 JANITOR MOP SINK, ADD FRP PANELS WHERE ADJACENT WALLS ARE NOT 9 BLOCK - SEE MECHANICAL FOR NOTES/DETAILS 56 ICE MACHINE - SEE MECHANICAL FOR NOTES/DETAILS 57 GANG SINK - SEE MECHANICAL FOR DETAILS/NOTES 58 MICROWAVE - BY OWNER 59 SOLID SURFACE COUNTERTOP WITH PRE -FIN. MTL SUPPORT BRACKETS 59.2 STAINLESS STEEL COUNTERTOP WITH PRE -FIN. MTL SUPPORT BRACKETS 60 WALL MOUNTED SINK - SEE MECHANICAL FOR DETAILS/NOTES FOUR POST SURFACE MOUNT VEHICLE LIFT AND CONTROL PANEL - FIELD 61 VERIFY LOCATION WITH ARCHITECT/OWNER - COORDINATE AIR SUPPLY PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY ELECTRICAL - PROVIDED BY OWNER TWO POST SURFACE MOUNT VEHICLE LIFT AND CONTROL PANEL - FIELD 62 VERIFY LOCATION WITH ARCHITECT/OWNER - COORDINATE AIR SUPPLY PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY ELECTRICAL - PROVIDED BY OWNER 63 POLYCARBONATE SCREEN WALL 64 PRECAST PLANK SHELF ABOVE SOLID SURFACE COUNTERTOP AND BACKSPLASH OVER PRE -FINISHED WOOD 65 CASEWORK WITH PRE -FINISHED WOOD INTERIOR - SEE INTERIOR ELEVATION FOR LAYOUT AND ADDITIONAL INFORMATION 66 FULL HEIGHT 18" X 18" STEEL LOCKERS WITH SLOPED TOP 67 FULL HEIGHT 15" X 18" WET LOCKERS WITH SLOPED TOP 68 WALL MOUNTED ALL -IN -ONE SINK - SEE MECHANICAL FOR DETAILS/NOTES 44,000 LB IN -GROUND LARGE VEHICLE LIFT AND CONTROL PEDESTAL, FIELD VERIFY LOCATION WITH OWNER/ARCHITECT - COORDINATE AIR SUPPLY 69 PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY ELECTRICAL, COORDINATE ANY WATER DRAINAGE FEATURES WITH MECHANICAL/PLUMBING 35,000 LB IN -GROUND LARGE VEHICLE LIFT AND CONTROL PEDESTAL, FIELD VERIFY LOCATION WITH ARCHITECT/OWNER - COORDINATE AIR SUPPLY 70 PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY ELECTRICAL, COORDINATE ANY WATER DRAINAGE FEATURES WITH MECHANICAL/PLUMBING 71 CLOTHES WASHER BY OWNER - SEE MECHANICAL FOR DETAILS/NOTES 72 CLOTHES DRYER BY OWNER - SEE MECHANICAL FOR DETAILS/NOTES 73 POWER WASH UNIT - SEE MECHANICAL FOR DETAILS/NOTES - ELECTRICAL COMPONENTS MUST BE 30" ABOVE THE FLOOR EXPOSED STEEL STRUCTURE, FULLY SEAL UP AND AROUND COLUMNS AT 74.1 CONDITIONS ADJACENT TO CONC. BLOCK, PAINT PER SCHEDULE - SEE u STRUCTURAL 74.2 C.I.P. CONC. COLUMN PROTECTOR, PAINT - SEE STRUCTURAL u 75 FLOOR MOUNTED TOILET - SEE MECHANICAL FOR DETAILS/NOTES 76.1 MECHANICAL EQUIPMENT - SEE MECHANICAL FOR DETAILS/NOTES u 76.2 EXPOSED MECHANICAL DUCTWORK/PIPING, PAINT - SEE MECHANICAL FOR L_7 DETAILS/NOTES 77 HUFCOR OPERABLE PARTITION 78 ELECTRIC BASEBOARD RADIATOR - SEE MECHANICAL FOR DETAILS/NOTES 79 HALF HEIGHT GYP BOARD ON METAL STUD WALL 80 PRE -FINISHED MTL. CLOSURE PIECE BY LOCKER SUPPLIER 81 SOLID SURFACE PASS THROUGH COUNTERTOP WITH ACRYLIC SERVICE WINDOW 82 CASEWORK WITH PLASTIC LAMINATE FINISH AND MELAMINE INTERIOR ABOVE - SEE INTERIOR ELEVATION FOR LAYOUT AND ADDITIONAL INFORMATION 83 NOT USED 84 BARRIER FREE DOOR OPERATOR AND PEDESTAL 85 GALVANIZED BAR GRATE ON 4" CURB- SEE DETAILS 86 UTILITY SINK - SEE MECHANICAL 87 APPLIANCE MANUFACTURER PEDESTAL BASE TO MATCH WASHER/DRYER 88 ACCORDION TYPE HORIZONTAL SLIDING DOOR OA WALL SCHEDULE CITY OF CONSTRUCTION 12" BLOCK PLAIN TYPE GRAPHIC ASSEMBLY TOTAL THICKNE SS FIRE RATIN G NOTES SURFACE 1 CORE SURFACE 2 PLOTTE®1/9/2023 3:29:34 PM PROJECT NAME: City of Monticello Public Works Not for Construction 4 1 MAIN LEVEL FLOOR PLAN 3/64" = 1'-0" A301 Not for Construction CLIENT: CITY OF s Monticeflo 12" BLOCK PLAIN <varies> 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com ELECTRICAL CONDUIT A Project Status 11 5/8" - v 4uUJ 0� O G'�`O� O co SHALL BE EMBEDED WITHIN WALL - 'Q.0 U I..L COORDINATE WITH U Z 2i 4— (/) 2 z 0 O REINFORCEMENT o 1 HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REQUIREMENTS B SIGNATURE: 15840 11/09/2023 8" BLOCK PLAIN 7 5/8" - ELECTRICAL CONDUIT No. Date Description SHALL BE EMBEDED WITHIN WALL - �' COORDINATE WITH REINFORCEMENT REQUIREMENTS D 5/8" GYP BD 3 5/8" METAL 5/8" GYP BD 4 7/8" - MOISTURE RESISTANT STUD GYP BD AT WET PROJECT NUMBER DATE MMP ANC DRAWN BY CHECKED BY SHEET NO: Al 02 LOCATIONS E 5/8" GYP BD 3 5/8" METAL - 4 1/4" - MOISTURE RESISTANT STUD GYP BD AT WET LOCATIONS H 12" PRECAST V-0.1 SURFACE MOUNTED PANEL ELECTRICAL CONDUIT AND BOXES PLOTTE®1/9/2023 3:29:34 PM PROJECT NAME: City of Monticello Public Works Not for Construction 4 1 MAIN LEVEL FLOOR PLAN 3/64" = 1'-0" A301 Not for Construction CLIENT: CITY OF s Monticeflo IN OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: NOTES: Project Status NITECTIs \ v 4uUJ 0� O G'�`O� O co -01 l PAUL U I..L U Z 2i 4— (/) 2 z 0 O N LU A= O o 1 HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNATURE: 15840 11/09/2023 LICENSE # DATE SHEET NAME: MAIN LEVEL FLOOR PLAN REVISIONS: No. Date Description 23-01 11/09/2023 PROJECT NUMBER DATE MMP ANC DRAWN BY CHECKED BY SHEET NO: Al 02 0 2020 COPYRIGHT OERTEL ARCHITECTS. ALL RIGHTS RESERVED. Not for Construction 3 - A402 --- 1 2 3 4 56 7 8 9 67'-0" 21'-5" 45'-7" ih I I I II I I B — I I I II I I �C— (F-- i — — — I 8'- 6 1/2" s FITIT H — — I I I II I I M A301 M ifl --- N A401 I I P I . 21' - 5" 11 7"� 1 ROOF PLAN Not for Construction PLOTTE®1/9/2023 3:29:36 PM PROJECT NAME: City of Monticello Public Works 105' - 4" 1 2 3 4 56 7 8 A402 10 38'- 4" 1/A1521 1 /A154 1 1 1 1 _ 1 1 1 1 • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A301 11 2 Not for Construction 288'- 0., 181' - 0" 1 /A155 1 1 /A153 2 A401 1 I I I - 1 1 1 1 1 1 \ \ 1 I I I 1 38' - 4" 1 / A154 1 1 /A153 IMP 1 / A155 R C14 LID 1 1 / A156 LID QI a I II I M I I �\ T A301 3 \ A401 ih 0 N CUD 181' - 0" 10 11 278'- 0" 4 2 A301A402 1 / A1551/ A156 12 3 A401 97' -0" 1 131 15 A402 Not for Construction CLIENT: CITY OF Monti"Ceflo '46OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: NOTES: Project Status NJTEC7,9 o� P L� UJ O G'�`O� O co 4u ------------- \T PAUL U U Z 2 4— (/)2 zLU o m 4-0O o I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNATURE: 15840 11/09/2023 LICENSE # DATE SHEET NAME: ROOF PLAN REVISIONS: No. Date Description :� it A401 I I P I . 21' - 5" 11 7"� 1 ROOF PLAN Not for Construction PLOTTE®1/9/2023 3:29:36 PM PROJECT NAME: City of Monticello Public Works 105' - 4" 1 2 3 4 56 7 8 A402 10 38'- 4" 1/A1521 1 /A154 1 1 1 1 _ 1 1 1 1 • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A301 11 2 Not for Construction 288'- 0., 181' - 0" 1 /A155 1 1 /A153 2 A401 1 I I I - 1 1 1 1 1 1 \ \ 1 I I I 1 38' - 4" 1 / A154 1 1 /A153 IMP 1 / A155 R C14 LID 1 1 / A156 LID QI a I II I M I I �\ T A301 3 \ A401 ih 0 N CUD 181' - 0" 10 11 278'- 0" 4 2 A301A402 1 / A1551/ A156 12 3 A401 97' -0" 1 131 15 A402 Not for Construction CLIENT: CITY OF Monti"Ceflo '46OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: NOTES: Project Status NJTEC7,9 o� P L� UJ O G'�`O� O co 4u ------------- \T PAUL U U Z 2 4— (/)2 zLU o m 4-0O o I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNATURE: 15840 11/09/2023 LICENSE # DATE SHEET NAME: ROOF PLAN REVISIONS: No. Date Description 23-01 11/09/2023 PROJECT NUMBER DATE MMP ANC DRAWN BY CHECKED BY SHEET NO: Al 04 0 2020 COPYRIGHT OERTEL ARCHITECTS. ALL RIGHTS RESERVED. Not for Construction PLAN KEYNOTES:IINERAL PLAN NOT SOARE TYPICAL FOR ALL BUILDING PLANS. SOME NOTES MAY NOT BE TYPE LOCATED ON ONE PLAN VIEW, BUT ARE STILL APPLICABLE WITHIN THE PROJECT 01 PRECAST INSULATED WALL PANEL - SEE ELEVATION FOR FINISH 45 STAINLESS STEEL ADA SHOWER GRAB BARS 02 SOLID PRECAST WALL PANEL - SEE ELEVATION FOR FINISH 46 RESTROOM SOLID SURFACE COUNTER WITH KNEE PROTECTION - SEE SHEET 12" BLOCK PLAIN 11 5/8" 0002 FOR MORE INFO. 03 CONCRETE SLAB ON GRADE, SEE STRUCTURAL FOR REINFORCEMENT AND 47 SHOWER HEAD FIXTURE T. \P A v DETAILS/NOTES - SEAL ALL CONTROL AND CONSTRUCTION JOINTS 04 CONCRETE SLAB ON GRADE WITH IN -FLOOR RADIANT HEAT, SEE STRUCTURAL FOR REINFORCEMENT AND DETAILS/NOTES - SEAL ALL 48 SHOWER CURTAIN WITH ROD CONTROL AND CONSTRUCTION JOINTS Z 2i 4— (/)2 z 0 O COORDINATE WITH PRE -FABRICATED TRENCH DRAIN ASSEMBLY, 12"+/- DRAIN WIDTH MAX, 49 REFRIGERATOR BY OWNER - PROVIDE ELECTRICAL OUTLET - SEE 05 COORDINATE WITH STRUCTURAL AND MECHANICAL DETAILS - SEAL ALL REINFORCEMENT OF THE STATE OF MINNESOTA. MECHANICAL FOR DETAILS/NOTES 15840 11/09/2023 CONSTRUCTION JOINTS - SEE A602 FOR DETAILS SHEET NAME: 50 STAINLESS STEEL SINK 06 EXTERIOR HOLLOW METAL DOOR AND FRAME, PAINT PER SCHEDULE, SEE SCHEDULE FOR INFORMATION, PROVIDE STRUCTURAL STOOP AT ALL B No. Date Description 8" BLOCK PLAIN 7 5/8" 51 DUAL HEIGHT WALL MOUNTED ADA DRINKING FOUNTAINS EXTERIOR DOORS PRE -FINISHED METAL CUSTOM COLOR AND GLAZED SECTIONAL OVERHEAD 52 SINGLE HEIGHT WALL MOUNTED ADA DRINKING FOUNTAINS DOOR. PROVIDE STEEL PLATE AT JAMB AND OPENING. PAINT PER SCHEDULE. 07 PROVIDE (2) BOLLARDS AT EXTERIOR OF EACH DOOR, PROVIDE DOOR APRON COORDINATE WITH 53 WASTE OIL RECEPTICLE -SEE MECHANICAL FOR DETAILS/NOTES MIN. 4' FROM EXT. FACE OF BUILDING REINFORCEMENT 08 PRE -FINISHED ALUMINUM WINDOW / ENTRY SYSTEM, SEE SCHEDULE FOR 54 EMERGENCY EYE WASH STATION - SEE MECHANICAL TYPE INFORMATION 09 079 FLOOR TILE, SEE FINISH SCHEDULE 55 JANITOR MOP SINK, ADD FRP PANELS WHERE ADJACENT WALLS ARE NOT 3 5/8" METAL 5/8" GYP BD 4 7/8" BLOCK - SEE MECHANICAL FOR NOTES/DETAILS 10 CARPET FLOOR TILE, SEE FINISH SCHEDULE 56 ICE MACHINE - SEE MECHANICAL FOR NOTES/DETAILS 11.1 SEALED CONCRETE FLOORS, SEE FINISH SCHEDULE 57 GANG SINK - SEE MECHANICAL FOR DETAILS/NOTES 11.2 POLISHED CONCRETE FLOORS, SEE FINISH SCHEDULE 58 MICROWAVE - BY OWNER 11 3 CONCRETE TOPPING OVER PRECAST PLANK WITH CONTROL JOINTS AS 59 SOLID SURFACE COUNTERTOP WITH PRE -FIN. MTL SUPPORT BRACKETS 5/8" GYP BD SHOWN - SEAL - 4 1/4" - 12 INTERIOR HOLLOW METAL DOOR AND FRAME, RETURN WALL FINISH TO DOOR 59.21 STAINLESS STEEL COUNTERTOP WITH PRE -FIN. MTL SUPPORT BRACKETS STUD FRAME, SEE SCHEDULE FOR INFORMATION 13 INTERIOR WOOD DOOR AND HOLLOW METAL FRAME, RETURN WALL FINISH TO 60 WALL MOUNTED SINK - SEE MECHANICAL FOR DETAILS/NOTES DOOR FRAME, SEE SCHEDULE FOR INFORMATION LOCATIONS 6" DIA. EXTERIOR STEEL BOLLARDS FILLED WITH CONCRETE, PAINT - SEE FOUR POST SURFACE MOUNT VEHICLE LIFT AND CONTROL PANEL - FIELD 14 DETAIL 61 VERIFY LOCATION WITH ARCHITECT/OWNER - COORDINATE AIR SUPPLY SURFACE MOUNTED PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY 15 CONCRETE FILLED METAL PAN STAIR AND STEEL PIPE RAILINGS, PAINT ALL ELECTRICAL - PROVIDED BY OWNER ELECTRICAL CONDUIT EXPOSED STEEL TWO POST SURFACE MOUNT VEHICLE LIFT AND CONTROL PANEL - FIELD INTERIOR MEZZANINE STEEL PIPE RAILING WITH IN -SWINGING GATES AS VERIFY LOCATION WITH ARCHITECT/OWNER - COORDINATE AIR SUPPLY 16.1 INDICATED, PROVIDE LATCHING HASP. GATE TO HAVE STOPS AT HINGES 62 ❑ PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY THAT PREVENT OUT -SWINGING ACTIONS. PROVIDE SAFETY CHAIN SLIPPED ELECTRICAL - PROVIDED BY OWNER TO OUTSIDE OF EACH GATE 63 POLYCARBONATE SCREEN WALL FLOOR MOUNTED STEEL PIPE GUARDRAILS IN ACCORDANCE WITH MN ADA 16.2 ACCESIBILITY CODE SECTION 307.4, PAINT - TYP. @ AREAS UNDER OPEN u STAIRWAYS 64 PRECAST PLANK SHELF ABOVE 17 WELDING EXHAUST ARM WITH LIGHT AND INTEGRATED FILTRATION SYSTEM, 65 SOLID SURFACE COUNTERTOP AND BACKSPLASH OVER PRE -FINISHED WOOD CASEWORK WITH PRE -FINISHED WOOD INTERIOR - SEE INTERIOR ELEVATION SEE MECHANICAL FOR MODEL AND DETAIL FOR LAYOUT AND ADDITIONAL INFORMATION 18 LUBE REEL AND LUBE REEL SUPPORT BEAM, PAINT PER FINISH SCHEDULE - 66 FULL HEIGHT 18" X 18" STEEL LOCKERS WITH SLOPED TOP SEE MECHANICAL/STRUCTURAL 19 WALL MOUNTED VEHICLE EXHAUST REEL - SEE MECHANICAL 67 FULL HEIGHT 15" X 18" WET LOCKERS WITH SLOPED TOP 20 RECESSED DOCK LEVELER WITH BUMPERS - SEE SPEC 68 WALL MOUNTED ALL -IN -ONE SINK - SEE MECHANICAL FOR DETAILS/NOTES 44,000 LB IN -GROUND LARGE VEHICLE LIFT AND CONTROL PEDESTAL, FIELD 21 FIRE EXTINGUISHER IN CABINET, 4'-0" MAX MOUNTING HEIGHT - WALL MOUNT AT PRECAST WALL, RECESSED AT CMU WALL AND STUD FRAMED WALL 69 VERIFY LOCATION WITH OWNER/ARCHITECT - COORDINATE AIR SUPPLY PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY FLAMABLE WASTE TRAP - SEE MECHANICAL FOR MODEL AND DETAIL, SEE ELECTRICAL, COORDINATE ANY WATER DRAINAGE FEATURES WITH 22 STRUCTURAL FOR FOUNDATION STEPS MECHANICAL/PLUMBING VEHICLE WASH EQUIPMENT - ACTIVATION TO BE COORDINATED WITH 35,000 LB IN -GROUND LARGE VEHICLE LIFT AND CONTROL PEDESTAL, FIELD 23 OVERHEAD DOOR OPERATION. ACCESSORIES AND FEATURES TO BE PROVIDED BY SECTION 11 11 70 FOR AUTOMATED WASH, DIVISION 23 FOR 70 VERIFY LOCATION WITH ARCHITECT/OWNER - COORDINATE AIR SUPPLY PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY MANUAL PRESSURE WASHING EQUIPMENT - ELECTRICAL COMPONENTS MUST ELECTRICAL, COORDINATE ANY WATER DRAINAGE FEATURES WITH BE 30" ABOVE THE FLOOR MECHANICAL/PLUMBING 24 ELECTRICAL EQUIPMENT - SEE ELECTRICAL 71 CLOTHES WASHER BY OWNER - SEE MECHANICAL FOR DETAILS/NOTES 25 4" CONCRETE HOUSEKEEPING PAD - VERIFY LOCATION AND SIZE WITH72 CLOTHES DRYER BY OWNER - SEE MECHANICAL FOR DETAILS/NOTES MECHANICAL EQUIPMENT 4" CONCRETE SITE PAVING, TOOLED JOINTS, PROVIDE EXPANSION MATERIAL 26 BETWEEN PAVING AND BUILDING - SEAL JOINTSPOWER 73 WASH UNIT - SEE MECHANICAL FOR DETAILS/NOTES - ELECTRICAL COMPONENTS MUST BE 30" ABOVE THE FLOOR 27 CONCRETE APRON, SEE PLANS FOR WIDTH - SEE STRUCTURAL EXPOSED STEEL STRUCTURE, FULLY SEAL UP AND AROUND COLUMNS AT 74.1 CONDITIONS ADJACENT TO CONC. BLOCK, PAINT PER SCHEDULE - SEE u STRUCTURAL 28 CONCRETE STOOP, SEE PLANS FOR WIDTH -SEE STRUCTURAL 74.2 C.I.P. CONC. COLUMN PROTECTOR, PAINT - SEE STRUCTURAL 29 OVERHEAD 5 TON BRIDGE CRANE, SEE STRUCTURAL FOR DETAILS/NOTES, STRUCTURAL CONNECTIONS BY CRANE PROVIDER, STRUCTURAL TO u 75 FLOOR MOUNTED TOILET - SEE MECHANICAL FOR DETAILS/NOTES PROVIDE SUPER STRUCTURE TO SUPPORT 30 RANGE BY OWNER - SEE MECHANICAL AND ELECTRICAL FOR DETAILS/NOTES _ 76.1 MECHANICAL EQUIPMENT - SEE MECHANICAL FOR DETAILS/NOTES 31 METAL STAIR AND STEEL PIPE RAILING FOR ROOF ACCESS 76.2 EXPOSED MECHANICAL DUCTWORK/PIPING, PAINT - SEE MECHANICAL FOR DETAILS/NOTES 32 STAINLESS STEEL ADA GRAB BARS 77 HUFCOR OPERABLE PARTITION 33 PRE -FINISHED SOLID POLYMER URINAL PARTITION 78 ELECTRIC BASEBOARD RADIATOR - SEE MECHANICAL FOR DETAILS/NOTES 34 PRE -FINISHED SOLID POLYMER WATERCLOSET PARTITION 79 HALF HEIGHT GYP BOARD ON METAL STUD WALL 35 FLOOR DRAIN - SEE MECHANICAL FOR DETAILS/NOTES 80 PRE -FINISHED MTL. CLOSURE PIECE BY LOCKER SUPPLIER 36 WALL MOUNTED TOILET - SEE MECHANICAL FOR DETAILS/NOTES 81 SOLID SURFACE PASS THROUGH COUNTERTOP WITH ACRYLIC SERVICE WINDOW 37 WALL MOUNTED URINAL SEE MECHANICAL FOR DETAILS/NOTES 82CASEWORK WITH PLASTIC LAMINATE FINISH AND MELAMINE INTERIOR ABOVE - - SEE INTERIOR ELEVATION FOR LAYOUT AND ADDITIONAL INFORMATION 38 UNDERMOUNT BATHROOM SINK - SEE MECHANICAL FOR SINK AND FAUCET g3 NOT USED DETAILS/NOTES 39 WALL MOUNTED PAPER TOWEL HOLDER - BY OWNER 84 BARRIER FREE DOOR OPERATOR AND PEDESTAL 40 WALL MOUNTED MIRROR 85 GALVANIZED BAR GRATE ON 4" CURB- SEE DETAILS 41 FULL HEIGHT 2'X 2' STEEL LOCKERS WITH SLOPED TOP 86 UTILITY SINK - SEE MECHANICAL 42 WOOD BENCH - BOLT TO FLOOR 87 APPLIANCE MANUFACTURER PEDESTAL BASE TO MATCH WASHER/DRYER 43 ADA WOOD BENCH - BOLT TO FLOOR 88 ACCORDION TYPE HORIZONTAL SLIDING DOOR WALL MOUNTED ADA FOLDABLE SHOWER SEAT - PROVIDE WALL BACKING 44 FOR SUPPORT AS REQUIRED FIRE RATED WALLS: �.�.�.� 1HR RATED FIRE BARRIER/HORIZONTAL ASSEMBLY 2 HR RATED FIRE BARRIER/HORIZONTAL ASSEMBLY ALL FIRE BARRIER WALLS TO BE MARKED AND IDENTIFIED PER SEC. 707.3. FIELD VERIFY WITH ARCHITECT/OWNER LOCATION AND COLOR GENERAL NOTES: PLAN NOTES ARE TYPICAL FOR ALL BUILDING PLANS. SOME NOTES MAY NOT BE LOCATED ON ONE PLAN VIEW, BUT ARE STILL APPLICABLE WITHIN THE PROJECT FIRE BARRIERS PER MNBC SEC. 707 HORIZONTAL ASSEMBLIES PER MNBC SEC. 711 SEE SHEET ??? FOR TYPICAL PENETRATION DETAILS IN FIRE RATED ASSEMBLIES ALL JOINTS (FLOOR, CEILING OR STRUCTURE, AND WALL TO STRUCTURE SHALL BE SEALED TO MEET FIRE RATING REQUIREMENTS) OA WALL SCHEDULE TYPE CONSTRUCTION NOTES GRAPHIC ASSEMBLY TOTAL THICKNE SS FIRE RATIN G SURFACE11T CORE SURFACE 2 1 ENLARGED FLOOR PLAN -LOWER LEVEL Not for Construction PLOTTE®1/9/2023 3:29:38 PM PROJECT NAME: City of Monticello Public Works 1 A401 — - 0 M T 3 I 29'-9" OFFICE EXPANSIO 109 00 LO zo o -c� - `° 11'- 5 1/4" 0 �. 7ED SMALL ONFEREW `° ROOM A301 M � �-, 107 M 107 J - 2 -1118' " I ifl - o log M 16� v — ECEPTION/ADIM N N 0 108 cn _ v co v io oo ih 10161 co ENTRY 00 M 101 N 2 A401 I I I I I I I 3 - A301 A402 --- 4 2 6 7 8 9 37'- 3" 10 MECHANICAL - 110 CORRIDO 163 I I I I o ELECTIOI*S STORAGE., 104 I I II I I I 106 co TR OV PUBLIC MEETING 50 SERVING R I IL =10 1 N 105 r- ESTRO 149 28' - 3 1/2" CD O M O I II I I 1 A161 I I I II I I I II I I BLIC MEETING 60 102 I I II I I 44' - 7" o2c I � I I I I II I I -6 — -7 8 — — 9- — 3 - A402 --- Not for Construction 1 A401 2 A401 Not for Construction © 2020 COPYRIGHT OERTEL ARCHITECTS. ALL RIGHTS RESERVED. CLIENT: CITY OF Monti"Ceflo IN OERTEL ARCHITECTS, LTD. <varies> CONSULTANT: NOTES: A NITECTS \ 12" BLOCK PLAIN 11 5/8" - ELECTRICAL CONDUIT S T. \P A v U SHALL BE EMBEDED WITHIN WALL - O �.' O Z 2i 4— (/)2 z 0 O COORDINATE WITH o 1 HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REINFORCEMENT OF THE STATE OF MINNESOTA. SIGNATURE: 15840 11/09/2023 LICENSE # DATE SHEET NAME: ENLARGED FLOOR PLAN - LOWER LEVEL REQUIREMENTS B No. Date Description 8" BLOCK PLAIN 7 5/8" - ELECTRICAL CONDUIT SHALL BE EMBEDED WITHIN WALL - COORDINATE WITH REINFORCEMENT REQUIREMENTS D 5/8" GYP BD 3 5/8" METAL 5/8" GYP BD 4 7/8" - MOISTURE RESISTANT DRAWN BY CHECKED BY SHEET NO: STUD GYP BD AT WET LOCATIONS E 5/8" GYP BD 3 5/8" METAL - 4 1/4" - MOISTURE RESISTANT C STUD GYP BD AT WET LOCATIONS H 12" PRECAST V-01. SURFACE MOUNTED PANEL ELECTRICAL CONDUIT AND BOXES 1 ENLARGED FLOOR PLAN -LOWER LEVEL Not for Construction PLOTTE®1/9/2023 3:29:38 PM PROJECT NAME: City of Monticello Public Works 1 A401 — - 0 M T 3 I 29'-9" OFFICE EXPANSIO 109 00 LO zo o -c� - `° 11'- 5 1/4" 0 �. 7ED SMALL ONFEREW `° ROOM A301 M � �-, 107 M 107 J - 2 -1118' " I ifl - o log M 16� v — ECEPTION/ADIM N N 0 108 cn _ v co v io oo ih 10161 co ENTRY 00 M 101 N 2 A401 I I I I I I I 3 - A301 A402 --- 4 2 6 7 8 9 37'- 3" 10 MECHANICAL - 110 CORRIDO 163 I I I I o ELECTIOI*S STORAGE., 104 I I II I I I 106 co TR OV PUBLIC MEETING 50 SERVING R I IL =10 1 N 105 r- ESTRO 149 28' - 3 1/2" CD O M O I II I I 1 A161 I I I II I I I II I I BLIC MEETING 60 102 I I II I I 44' - 7" o2c I � I I I I II I I -6 — -7 8 — — 9- — 3 - A402 --- Not for Construction 1 A401 2 A401 Not for Construction © 2020 COPYRIGHT OERTEL ARCHITECTS. ALL RIGHTS RESERVED. CLIENT: CITY OF Monti"Ceflo IN OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: NOTES: Project Status NITECTS \ v 4uUJ 0� O G'�`O� O S T. \P A v U O O Z 2i 4— (/)2 z 0 O N LU A -0O o 1 HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNATURE: 15840 11/09/2023 LICENSE # DATE SHEET NAME: ENLARGED FLOOR PLAN - LOWER LEVEL REVISIONS: No. Date Description 23-01 11/09/2023 PROJECT NUMBER DATE MMP ANC DRAWN BY CHECKED BY SHEET NO: Not for Construction PLAN KEYNOTES:IINERAL PLAN NOT SOARE TYPICAL FOR ALL BUILDING PLANS. SOME NOTES MAY NOT BE CITY OF LOCATED ON ONE PLAN VIEW, BUT ARE STILL APPLICABLE WITHIN THE PROJECT 01 PRECAST INSULATED WALL PANEL - SEE ELEVATION FOR FINISH 45 STAINLESS STEEL ADA SHOWER GRAB BARS 02 SOLID PRECAST WALL PANEL - SEE ELEVATION FOR FINISH 46 RESTROOM SOLID SURFACE COUNTER WITH KNEE PROTECTION - SEE SHEET SURFACE 11 5/8" - 0002 FOR MORE INFO. 03 CONCRETE SLAB ON GRADE, SEE STRUCTURAL FOR REINFORCEMENT AND 47 SHOWER HEAD FIXTURE N DETAILS/NOTES - SEAL ALL CONTROL AND CONSTRUCTION JOINTS SHALL BE EMBEDED WITHIN WALL - 04 CONCRETE SLAB ON GRADE WITH IN -FLOOR RADIANT HEAT, SEE STRUCTURAL FOR REINFORCEMENT AND DETAILS/NOTES - SEAL ALL 48 SHOWER CURTAIN WITH ROD CONTROL AND CONSTRUCTION JOINTS COORDINATE WITH LU A-0 O PRE -FABRICATED TRENCH DRAIN ASSEMBLY, 12"+/- DRAIN WIDTH MAX,49 1 HEREBY CERTIFY THAT THIS PLAN, REFRIGERATOR BY OWNER - PROVIDE ELECTRICAL OUTLET - SEE 07505 COORDINATE WITH STRUCTURAL AND MECHANICAL DETAILS - SEAL ALL LICENSED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. MECHANICAL FOR DETAILS/NOTES 15840 11/09/2023 CONSTRUCTION JOINTS - SEE A602 FOR DETAILS SHEET ENLARGED 50 STAINLESS STEEL SINK 06 EXTERIOR HOLLOW METAL DOOR AND FRAME, PAINT PER SCHEDULE, SEE SCHEDULE FOR INFORMATION, PROVIDE STRUCTURAL STOOP AT ALL No. 8" BLOCK PLAIN 7 5/8" - 51 DUAL HEIGHT WALL MOUNTED ADA DRINKING FOUNTAINS EXTERIOR DOORS O I PRE -FINISHED METAL CUSTOM COLOR AND GLAZED SECTIONAL OVERHEAD 52 SINGLE HEIGHT WALL MOUNTED ADA DRINKING FOUNTAINS DOOR. PROVIDE STEEL PLATE AT JAMB AND OPENING. PAINT PER SCHEDULE. 2 07 PROVIDE (2) BOLLARDS AT EXTERIOR OF EACH DOOR, PROVIDE DOOR APRON 53 WASTE OIL RECEPTICLE -SEE MECHANICAL FOR DETAILS/NOTES MIN. 4' FROM EXT. FACE OF BUILDING A401 REINFORCEMENT 08 PRE -FINISHED ALUMINUM WINDOW / ENTRY SYSTEM, SEE SCHEDULE FOR 54 EMERGENCY EYE WASH STATION - SEE MECHANICAL TYPE INFORMATION I L REQUIREMENTS 09 079 FLOOR TILE, SEE FINISH SCHEDULE 55 JANITOR MOP SINK, ADD FRP PANELS WHERE ADJACENT WALLS ARE NOT - MOISTURE RESISTANT 23-01 11/09/2023 BLOCK - SEE MECHANICAL FOR NOTES/DETAILS 10 CARPET FLOOR TILE, SEE FINISH SCHEDULE 56 ICE MACHINE - SEE MECHANICAL FOR NOTES/DETAILS 11.1 SEALED CONCRETE FLOORS, SEE FINISH SCHEDULE 57 GANG SINK - SEE MECHANICAL FOR DETAILS/NOTES 11.2 POLISHED CONCRETE FLOORS, SEE FINISH SCHEDULE 58 MICROWAVE - BY OWNER I" 11 3SHOWN CONCRETE TOPPING OVER PRECAST PLANK WITH CONTROL JOINTS AS - 59 SOLID SURFACE COUNTERTOP WITH PRE -FIN. MTL SUPPORT BRACKETS -SEAL STUD 12 INTERIOR HOLLOW METAL DOOR AND FRAME, RETURN WALL FINISH TO DOOR 59.2 STAINLESS STEEL COUNTERTOP WITH PRE -FIN. MTL SUPPORT BRACKETS FRAME, SEE SCHEDULE FOR INFORMATION 13 INTERIOR WOOD DOOR AND HOLLOW METAL FRAME, RETURN WALL FINISH TO 60 WALL MOUNTED SINK - SEE MECHANICAL FOR DETAILS/NOTES DOOR FRAME, SEE SCHEDULE FOR INFORMATION V-0.1 6" DIA. EXTERIOR STEEL BOLLARDS FILLED WITH CONCRETE, PAINT - SEE FOUR POST SURFACE MOUNT VEHICLE LIFT AND CONTROL PANEL - FIELD 14 DETAIL 61 VERIFY LOCATION WITH ARCHITECT/OWNER - COORDINATE AIR SUPPLY PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY 15 CONCRETE FILLED METAL PAN STAIR AND STEEL PIPE RAILINGS, PAINT ALL ELECTRICAL - PROVIDED BY OWNER EXPOSED STEEL TWO POST SURFACE MOUNT VEHICLE LIFT AND CONTROL PANEL - FIELD INTERIOR MEZZANINE STEEL PIPE RAILING WITH IN -SWINGING GATES AS 0 VERIFY LOCATION WITH ARCHITECT/OWNER - COORDINATE AIR SUPPLY 16.1 INDICATED, PROVIDE LATCHING HASP. GATE TO HAVE STOPS AT HINGES 62 ❑ PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY THAT PREVENT OUT -SWINGING ACTIONS. PROVIDE SAFETY CHAIN SLIPPED SHOP ELECTRICAL - PROVIDED BY OWNER TO OUTSIDE OF EACH GATE 63 POLYCARBONATE SCREEN WALL FLOOR MOUNTED STEEL PIPE GUARDRAILS IN ACCORDANCE WITH MN ADA 226 16.2 ACCESIBILITY CODE SECTION 307.4, PAINT - TYP. @ AREAS UNDER OPEN 226 u STAIRWAYS 64 PRECAST PLANK SHELF ABOVE 17 WELDING EXHAUST ARM WITH LIGHT AND INTEGRATED FILTRATION SYSTEM, 65 SOLID SURFACE COUNTERTOP AND BACKSPLASH OVER PRE -FINISHED WOOD CASEWORK WITH PRE -FINISHED WOOD INTERIOR - SEE INTERIOR ELEVATION I 37'-4" SEE MECHANICAL FOR MODEL AND DETAIL FOR LAYOUT AND ADDITIONAL INFORMATION 18 LUBE REEL AND LUBE REEL SUPPORT BEAM, PAINT PER FINISH SCHEDULE - 66 FULL HEIGHT 18" X 18" STEEL LOCKERS WITH SLOPED TOP SEE MECHANICAL/STRUCTURAL — — 19 WALL MOUNTED VEHICLE EXHAUST REEL - SEE MECHANICAL 67 FULL HEIGHT 15" X 18" WET LOCKERS WITH SLOPED TOP 20 RECESSED DOCK LEVELER WITH BUMPERS - SEE SPEC 68 WALL MOUNTED ALL -IN -ONE SINK - SEE MECHANICAL FOR DETAILS/NOTES 00 44,000 LB IN -GROUND LARGE VEHICLE LIFT AND CONTROL PEDESTAL, FIELD 21 FIRE EXTINGUISHER IN CABINET, 4'-0" MAX MOUNTING HEIGHT - WALL MOUNT AT PRECAST WALL, RECESSED AT CMU WALL AND STUD FRAMED WALL 69 VERIFY LOCATION WITH OWNER/ARCHITECT - COORDINATE AIR SUPPLY PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY L FLAMABLE WASTE TRAP - SEE MECHANICAL FOR MODEL AND DETAIL, SEE ELECTRICAL, COORDINATE ANY WATER DRAINAGE FEATURES WITH 22 STRUCTURAL FOR FOUNDATION STEPS MECHANICAL/PLUMBING N i VEHICLE WASH EQUIPMENT - ACTIVATION TO BE COORDINATED WITH 35,000 LB IN -GROUND LARGE VEHICLE LIFT AND CONTROL PEDESTAL, FIELD 23 OVERHEAD DOOR OPERATION. ACCESSORIES AND FEATURES TO BE PROVIDED BY SECTION 11 11 70 FOR AUTOMATED WASH, DIVISION 23 FOR 70 VERIFY LOCATION WITH ARCHITECT/OWNER - COORDINATE AIR SUPPLY PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY MANUAL PRESSURE WASHING EQUIPMENT - ELECTRICAL COMPONENTS MUST ELECTRICAL, COORDINATE ANY WATER DRAINAGE FEATURES WITH BE 30" ABOVE THE FLOOR MECHANICAL/PLUMBING 24 ELECTRICAL EQUIPMENT - SEE ELECTRICAL 71 CLOTHES WASHER BY OWNER - SEE MECHANICAL FOR DETAILS/NOTES 25 4" CONCRETE HOUSEKEEPING PAD - VERIFY LOCATION AND SIZE WITH72 CLOTHES DRYER BY OWNER - SEE MECHANICAL FOR DETAILS/NOTES MECHANICAL EQUIPMENT 4" CONCRETE SITE PAVING, TOOLED JOINTS, PROVIDE EXPANSION MATERIAL 26 BETWEEN PAVING AND BUILDING - SEAL JOINTSPOWER 73 WASH UNIT - SEE MECHANICAL FOR DETAILS/NOTES - ELECTRICAL COMPONENTS MUST BE 30" ABOVE THE FLOOR 27 CONCRETE APRON, SEE PLANS FOR WIDTH - SEE STRUCTURAL EXPOSED STEEL STRUCTURE, FULLY SEAL UP AND AROUND COLUMNS AT 74.1 CONDITIONS ADJACENT TO CONC. BLOCK, PAINT PER SCHEDULE - SEE u STRUCTURAL 28 CONCRETE STOOP, SEE PLANS FOR WIDTH - SEE STRUCTURAL 74 2 C.I.P. CONC. COLUMN PROTECTOR, PAINT -SEE STRUCTURAL 29 OVERHEAD 5 TON BRIDGE CRANE, SEE STRUCTURAL FOR DETAILS/NOTES, STRUCTURAL CONNECTIONS BY CRANE PROVIDER, STRUCTURAL TO u 75 FLOOR MOUNTED TOILET - SEE MECHANICAL FOR DETAILS/NOTES PROVIDE SUPER STRUCTURE TO SUPPORT 30 RANGE BY OWNER - SEE MECHANICAL AND ELECTRICAL FOR DETAILS/NOTES _ 76.1 MECHANICAL EQUIPMENT - SEE MECHANICAL FOR DETAILS/NOTES 31 METAL STAIR AND STEEL PIPE RAILING FOR ROOF ACCESS 76.2 EXPOSED MECHANICAL DUCTWORK/PIPING, PAINT - SEE MECHANICAL FOR DETAILS/NOTES 32 STAINLESS STEEL ADA GRAB BARS 77 HUFCOR OPERABLE PARTITION 33 PRE -FINISHED SOLID POLYMER URINAL PARTITION 78 ELECTRIC BASEBOARD RADIATOR - SEE MECHANICAL FOR DETAILS/NOTES 34 PRE -FINISHED SOLID POLYMER WATERCLOSET PARTITION 79 HALF HEIGHT GYP BOARD ON METAL STUD WALL 35 FLOOR DRAIN - SEE MECHANICAL FOR DETAILS/NOTES 80 PRE -FINISHED MTL. CLOSURE PIECE BY LOCKER SUPPLIER 36 WALL MOUNTED TOILET - SEE MECHANICAL FOR DETAILS/NOTES 81 101 SOLID SURFACE PASS THROUGH COUNTERTOP WITH ACRYLIC SERVICE WINDOW 37 WALL MOUNTED URINAL SEE MECHANICAL FOR DETAILS/NOTES 82 CASEWORK WITH PLASTIC LAMINATE FINISH AND MELAMINE INTERIOR ABOVE - - SEE INTERIOR ELEVATION FOR LAYOUT AND ADDITIONAL INFORMATION 38 UNDERMOUNT BATHROOM SINK - SEE MECHANICAL FOR SINK AND FAUCET g3 NOT USED DETAILS/NOTES 39 WALL MOUNTED PAPER TOWEL HOLDER - BY OWNER 84 BARRIER FREE DOOR OPERATOR AND PEDESTAL 40 WALL MOUNTED MIRROR 85 GALVANIZED BAR GRATE ON 4" CURB- SEE DETAILS 41 FULL HEIGHT 2'X 2' STEEL LOCKERS WITH SLOPED TOP 86 UTILITY SINK - SEE MECHANICAL 42 WOOD BENCH - BOLT TO FLOOR 87 APPLIANCE MANUFACTURER PEDESTAL BASE TO MATCH WASHER/DRYER 43 ADA WOOD BENCH -BOLT TO FLOOR 88 ACCORDION TYPE HORIZONTAL SLIDING DOOR WALL MOUNTED ADA FOLDABLE SHOWER SEAT - PROVIDE WALL BACKING 44 FOR SUPPORT AS REQUIRED FIRE RATED WALLS: �.�.�.� 1HR RATED FIRE BARRIER/HORIZONTAL ASSEMBLY 2 HR RATED FIRE BARRIER/HORIZONTAL ASSEMBLY ALL FIRE BARRIER WALLS TO BE MARKED AND IDENTIFIED PER SEC. 707.3. FIELD VERIFY WITH ARCHITECT/OWNER LOCATION AND COLOR GENERAL NOTES: PLAN NOTES ARE TYPICAL FOR ALL BUILDING PLANS. SOME NOTES MAY NOT BE LOCATED ON ONE PLAN VIEW, BUT ARE STILL APPLICABLE WITHIN THE PROJECT FIRE BARRIERS PER MNBC SEC. 707 HORIZONTAL ASSEMBLIES PER MNBC SEC. 711 SEE SHEET ??? FOR TYPICAL PENETRATION DETAILS IN FIRE RATED ASSEMBLIES ALL JOINTS (FLOOR, CEILING OR STRUCTURE, AND WALL TO STRUCTURE SHALL BE SEALED TO MEET FIRE RATING REQUIREMENTS) OA WALL SCHEDULE CITY OF CONSTRUCTION IN OERTEL TYPE GRAPHIC ASSEMBLY TOTAL 1 FIRE THICKNE RATIN SS G NOTES SURFACE1 CORE SURFACE Not for Construction PLOTTE®1/9/2023 3:29:41 PM PROJECT NAME: City of Monticello Public Works 3 1 2 3 4 6 7 A402 8 21'-5" A I I I II FITNESS ROOM 203 II FO3 F B I I I II I co LO I 222 SM LL c� CONFE C� - ROOM N Cj I I II I® 0 1 A401 ' I I I I I I I I I I I I I I OFFICE 204 CD 0 (Room I I lO 245 OFFICE 0 205 I I I I OFFICE J C=) o r N _ rn --- OFFICE "" 11-� 1�I�,I�-I� 207 uP-- " - I � I OFFICE 208 IT 220 1218I I SMAL CONFEREN - - - - - RO — OFFICE 218 00 209 ' 21i I I 1 A157 DIRECTOR N OFFICE 210 11A I I II I --- 9 83' - 11" GENERAL STORAGE TAFF E TR 2 2 201 I 01B I LOCKER ROO 222 -- T Not for Construction A M N v c� 00 CD F O SIGN SHOP 231 I _ 231 <V O 1 I A165 L 00 M CV 37'- 4" M N 00 O 1 A401 N 230 I h L ILO I 241 LOCKER ROOM 221 UTILTIES SHOP WASH AREA► 229 29C 21 215 — 4„ 3' - 4„ GENE L SCADA STORAGE 219 215 I 21 215 I I N o Do 11B BR EA AREA � 211 i II I I II I I I I I II I I II LL I I II I a I II I I I 1 ENLARGED FLOOR PLAN - OFFICE & SHOPS 21'-5" 83'-11" 1/8" = 1'4" 1 2 3 4 6 7 3 8 9 A402 --- It 230 co co N 37'- 4" 1 A158 N N in � N 33'-8" v — — M O 00 r— I N o 228 I CV I— - L o STREETS SHOP 228 M � CITY OF s Monticeflo IN OERTEL ARCHITECTS, LTD. <Varies> CONSULTANT: A Project Status ,jAITECT3 12" BLOCK PLAIN 11 5/8" - ELECTRICAL CONDUIT 4u l N U SHALL BE EMBEDED WITHIN WALL - �: O COORDINATE WITH LU A-0 O 0 1 HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT REINFORCEMENT LICENSED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. 0 15840 11/09/2023 LICENSE # DATE SHEET ENLARGED FLOOR PLAN - OFFICE & REQUIREMENTS B No. 8" BLOCK PLAIN 7 5/8" - ELECTRICAL CONDUIT O I SHALL BE EMBEDED WITHIN WALL - ]' 2 FACILITIES SHOP COORDINATE WITH o A401 REINFORCEMENT N 227 I L REQUIREMENTS D 5/8" GYP BD 3 5/8" METAL 5/8" GYP BD 4 7/8" - MOISTURE RESISTANT 23-01 11/09/2023 PROJECT NUMBER DATE MMP ANC STUD SHEET NO: GYP BD AT WET LOCATIONS 00 E 5/8" GYP BD 3 5/8" METAL - 4 1/4" - MOISTURE RESISTANT STUD GYP BD AT WET 12" PRECAST LOCATIONS SURFACE MOUNTED H � V-0.1 PANEL ELECTRICAL CONDUIT AND BOXES Not for Construction PLOTTE®1/9/2023 3:29:41 PM PROJECT NAME: City of Monticello Public Works 3 1 2 3 4 6 7 A402 8 21'-5" A I I I II FITNESS ROOM 203 II FO3 F B I I I II I co LO I 222 SM LL c� CONFE C� - ROOM N Cj I I II I® 0 1 A401 ' I I I I I I I I I I I I I I OFFICE 204 CD 0 (Room I I lO 245 OFFICE 0 205 I I I I OFFICE J C=) o r N _ rn --- OFFICE "" 11-� 1�I�,I�-I� 207 uP-- " - I � I OFFICE 208 IT 220 1218I I SMAL CONFEREN - - - - - RO — OFFICE 218 00 209 ' 21i I I 1 A157 DIRECTOR N OFFICE 210 11A I I II I --- 9 83' - 11" GENERAL STORAGE TAFF E TR 2 2 201 I 01B I LOCKER ROO 222 -- T Not for Construction A M N v c� 00 CD F O SIGN SHOP 231 I _ 231 <V O 1 I A165 L 00 M CV 37'- 4" M N 00 O 1 A401 N 230 I h L ILO I 241 LOCKER ROOM 221 UTILTIES SHOP WASH AREA► 229 29C 21 215 — 4„ 3' - 4„ GENE L SCADA STORAGE 219 215 I 21 215 I I N o Do 11B BR EA AREA � 211 i II I I II I I I I I II I I II LL I I II I a I II I I I 1 ENLARGED FLOOR PLAN - OFFICE & SHOPS 21'-5" 83'-11" 1/8" = 1'4" 1 2 3 4 6 7 3 8 9 A402 --- It 230 co co N 37'- 4" 1 A158 N N in � N 33'-8" v — — M O 00 r— I N o 228 I CV I— - L o STREETS SHOP 228 M � 10 Not for Construction 0 2020 COPYRIGHT OERTEL ARCHITECTS. ALL RIGHTS RESERVED. CLIENT: CITY OF s Monticeflo IN OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: NOTES: Project Status ,jAITECT3 v 4u 0� 4u l N U O O Z LU z 0 O LU A-0 O 0 1 HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. 0 15840 11/09/2023 LICENSE # DATE SHEET ENLARGED FLOOR PLAN - OFFICE & SHOPS REVISIONS: No. Date Description F O I 2 FACILITIES SHOP o A401 227 I N 227 I L 0 23-01 11/09/2023 PROJECT NUMBER DATE MMP ANC DRAWN BY CHECKED BY SHEET NO: Al 00 37' - 4" N N � i i� 0 CARPENTRYLO SHOP 226 N O N 226 I 37'-4" L — — O 00 L N i 10 Not for Construction 0 2020 COPYRIGHT OERTEL ARCHITECTS. ALL RIGHTS RESERVED. CLIENT: CITY OF s Monticeflo IN OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: NOTES: Project Status ,jAITECT3 v 4u 0� 4u l PAVE. U O O Z LU z 0 O LU A-0 O 0 1 HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNATURE: 15840 11/09/2023 LICENSE # DATE SHEET ENLARGED FLOOR PLAN - OFFICE & SHOPS REVISIONS: No. Date Description 23-01 11/09/2023 PROJECT NUMBER DATE MMP ANC DRAWN BY CHECKED BY SHEET NO: Al Not for Construction PLANKEYNOTES: PLAN NOTESOARE TYPICAL FOR ALL BUILDING PLANS. SOME NOTES MAY NOT BE LOCATED ON ONE PLAN VIEW, BUT ARE STILL APPLICABLE WITHIN THE PROJECT 01 PRECAST INSULATED WALL PANEL - SEE ELEVATION FOR FINISH 45 STAINLESS STEEL ADA SHOWER GRAB BARS 02 SOLID PRECAST WALL PANEL - SEE ELEVATION FOR FINISH 46 RESTROOM SOLID SURFACE COUNTER WITH KNEE PROTECTION - SEE SHEET NITECTS \ 12" BLOCK 0002 FOR MORE INFO. 03 CONCRETE SLAB ON GRADE, SEE STRUCTURAL FOR REINFORCEMENT AND 47 SHOWER HEAD FIXTURE GQ1P DETAILS/NOTES - SEAL ALL CONTROL AND CONSTRUCTION JOINTS 11 PAVE. U 04 CONCRETE SLAB ON GRADE WITH IN -FLOOR RADIANT HEAT, SEE STRUCTURAL FOR REINFORCEMENT AND DETAILS/NOTES - SEAL ALL 48 SHOWER CURTAIN WITH ROD �' �. CONTROL AND CONSTRUCTION JOINTS 05 PRE -FABRICATED TRENCH DRAIN ASSEMBLY, 12"+/- DRAIN WIDTH MAX,49 COORDINATE WITH STRUCTURAL AND MECHANICAL DETAILS - SEAL ALL COORDINATE WITH REFRIGERATOR BY OWNER - PROVIDE ELECTRICAL OUTLET - SEE MECHANICAL FOR DETAILS/NOTES CONSTRUCTION JOINTS - SEE A602 FOR DETAILS 50 STAINLESS STEEL SINK 06 EXTERIOR HOLLOW METAL DOOR AND FRAME, PAINT PER SCHEDULE, SEE SCHEDULE FOR INFORMATION, PROVIDE STRUCTURAL STOOP AT ALL REINFORCEMENT SIGNATURE: 15840 11/09/2023 LICENSE # DATE 51 DUAL HEIGHT WALL MOUNTED ADA DRINKING FOUNTAINS FLOOR PLAN - EXTERIOR DOORS REQUIREMENTS B No. PRE -FINISHED METAL CUSTOM COLOR AND GLAZED SECTIONAL OVERHEAD 52 SINGLE HEIGHT WALL MOUNTED ADA DRINKING FOUNTAINS 7 5/8" DOOR. PROVIDE STEEL PLATE AT JAMB AND OPENING. PAINT PER SCHEDULE. ELECTRICAL CONDUIT 07 PROVIDE (2) BOLLARDS AT EXTERIOR OF EACH DOOR, PROVIDE DOOR APRON 53 WASTE OIL RECEPTICLE - SEE MECHANICAL FOR DETAILS/NOTES MIN. 4' FROM EXT. FACE OF BUILDING SHALL BE EMBEDED WITHIN WALL - 08 PRE -FINISHED ALUMINUM WINDOW / ENTRY SYSTEM, SEE SCHEDULE FOR 54 EMERGENCY EYE WASH STATION - SEE MECHANICAL TYPE INFORMATION COORDINATE WITH 09 FLOOR TILE, SEE FINISH SCHEDULE55 JANITOR MOP SINK, ADD FRP PANELS WHERE ADJACENT WALLS ARE NOT REINFORCEMENT BLOCK - SEE MECHANICAL FOR NOTES/DETAILS 10 CARPET FLOOR TILE, SEE FINISH SCHEDULE 56 ICE MACHINE - SEE MECHANICAL FOR NOTES/DETAILS 11.1 SEALED CONCRETE FLOORS, SEE FINISH SCHEDULE 57 GANG SINK - SEE MECHANICAL FOR DETAILS/NOTES 11.2 POLISHED CONCRETE FLOORS, SEE FINISH SCHEDULE 58 MICROWAVE - BY OWNER II 11.3 CONCRETE TOPPING OVER PRECAST PLANK WITH CONTROL JOINTS AS 59 SOLID SURFACE COUNTERTOP WITH PRE -FIN. MTL SUPPORT BRACKETS SHEET NO: SHOWN - SEAL STUD 12 INTERIOR HOLLOW METAL DOOR AND FRAME, RETURN WALL FINISH TO DOOR 59.2 STAINLESS STEEL COUNTERTOP WITH PRE -FIN. MTL SUPPORT BRACKETS FRAME, SEE SCHEDULE FOR INFORMATION 13 INTERIOR WOOD DOOR AND HOLLOW METAL FRAME, RETURN WALL FINISH TO 60 WALL MOUNTED SINK -SEE MECHANICAL FOR DETAILS/NOTES DOOR FRAME, SEE SCHEDULE FOR INFORMATION 3 5/8" METAL - 14 6" DIA. EXTERIOR STEEL BOLLARDS FILLED WITH CONCRETE, PAINT - SEE MOISTURE RESISTANT FOUR POST SURFACE MOUNT VEHICLE LIFT AND CONTROL PANEL - FIELD VERIFY LOCATION WITH ARCHITECT/OWNER - COORDINATE AIR SUPPLY DETAIL 61 GYP BD AT WET PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY 15 CONCRETE FILLED METAL PAN STAIR AND STEEL PIPE RAILINGS, PAINT ALL ELECTRICAL - PROVIDED BY OWNER EXPOSED STEEL LOCATIONS TWO POST SURFACE MOUNT VEHICLE LIFT AND CONTROL PANEL - FIELD INTERIOR MEZZANINE STEEL PIPE RAILING WITH IN -SWINGING GATES AS❑ 12" PRECAST VERIFY LOCATION WITH ARCHITECT/OWNER - COORDINATE AIR SUPPLY 16.1 INDICATED, PROVIDE LATCHING HASP. GATE TO HAVE STOPS AT HINGES 62 PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY THAT PREVENT OUT -SWINGING ACTIONS. PROVIDE SAFETY CHAIN SLIPPED PANEL ELECTRICAL - PROVIDED BY OWNER TO OUTSIDE OF EACH GATE 63 POLYCARBONATE SCREEN WALL 16.2 FLOOR MOUNTED STEEL PIPE GUARDRAILS IN ACCORDANCE WITH MN ADA ACCESIBILITY CODE SECTION 307.4, PAINT - TYP. @ AREAS UNDER OPEN 64 PRECAST PLANK SHELF ABOVE STAIRWAYS 17 WELDING EXHAUST ARM WITH LIGHT AND INTEGRATED FILTRATION SYSTEM, 65 SOLID SURFACE COUNTERTOP AND BACKSPLASH OVER PRE -FINISHED WOOD CASEWORK WITH PRE -FINISHED WOOD INTERIOR - SEE INTERIOR ELEVATION SEE MECHANICAL FOR MODEL AND DETAIL FOR LAYOUT AND ADDITIONAL INFORMATION 18 LUBE REEL AND LUBE REEL SUPPORT BEAM, PAINT PER FINISH SCHEDULE - 66 FULL HEIGHT 18" X 18" STEEL LOCKERS WITH SLOPED TOP SEE MECHANICAL/STRUCTURAL 19 WALL MOUNTED VEHICLE EXHAUST REEL - SEE MECHANICAL 67 FULL HEIGHT 15" X 18" WET LOCKERS WITH SLOPED TOP 20 RECESSED DOCK LEVELER WITH BUMPERS -SEE SPEC 68 WALL MOUNTED ALL -IN -ONE SINK - SEE MECHANICAL FOR DETAILS/NOTES 44,000 LB IN -GROUND LARGE VEHICLE LIFT AND CONTROL PEDESTAL, FIELD 21 FIRE EXTINGUISHER IN CABINET, 4'-0" MAX MOUNTING HEIGHT - WALL MOUNT VERIFY LOCATION WITH OWNER/ARCHITECT - COORDINATE AIR SUPPLY AT PRECAST WALL, RECESSED AT CMU WALL AND STUD FRAMED WALL 69 PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY FLAMABLE WASTE TRAP - SEE MECHANICAL FOR MODEL AND DETAIL, SEE ELECTRICAL, COORDINATE ANY WATER DRAINAGE FEATURES WITH 22 STRUCTURAL FOR FOUNDATION STEPS MECHANICAL/PLUMBING VEHICLE WASH EQUIPMENT - ACTIVATION TO BE COORDINATED WITH 35,000 LB IN -GROUND LARGE VEHICLE LIFT AND CONTROL PEDESTAL, FIELD 23 OVERHEAD DOOR OPERATION. ACCESSORIES AND FEATURES TO BE PROVIDED BY SECTION 11 11 70 FOR AUTOMATED WASH, DIVISION 23 FOR 70 VERIFY LOCATION WITH ARCHITECT/OWNER - COORDINATE AIR SUPPLY PROVIDED BY MECHANICAL, COORDINATE POWER SUPPLY PROVIDED BY MANUAL PRESSURE WASHING EQUIPMENT - ELECTRICAL COMPONENTS MUST ELECTRICAL, COORDINATE ANY WATER DRAINAGE FEATURES WITH BE 30" ABOVE THE FLOOR MECHANICAL/PLUMBING 24 ELECTRICAL EQUIPMENT - SEE ELECTRICAL 71 CLOTHES WASHER BY OWNER - SEE MECHANICAL FOR DETAILS/NOTES 25 4" CONCRETE HOUSEKEEPING PAD - VERIFY LOCATION AND SIZE WITH 72 CLOTHES DRYER BY OWNER - SEE MECHANICAL FOR DETAILS/NOTES MECHANICAL EQUIPMENT 4" CONCRETE SITE PAVING, TOOLED JOINTS, PROVIDE EXPANSION MATERIAL 26 BETWEEN PAVING AND BUILDING - SEAL JOINTSPOWER 73 WASH UNIT - SEE MECHANICAL FOR DETAILS/NOTES - ELECTRICAL COMPONENTS MUST BE 30" ABOVE THE FLOOR 27 CONCRETE APRON, SEE PLANS FOR WIDTH - SEE STRUCTURAL F--, EXPOSED STEEL STRUCTURE, FULLY SEAL UP AND AROUND COLUMNS AT 74.1 CONDITIONS ADJACENT TO CONC. BLOCK, PAINT PER SCHEDULE - SEE 28 CONCRETE STOOP, SEE PLANS FOR WIDTH - SEE STRUCTURAL L____1 STRUCTURAL 74 2 C.I.P. CONC. COLUMN PROTECTOR, PAINT - SEE STRUCTURAL 29 OVERHEAD 5 TON BRIDGE CRANE, SEE STRUCTURAL FOR DETAILS/NOTES, STRUCTURAL CONNECTIONS BY CRANE PROVIDER, STRUCTURAL TO u 75 FLOOR MOUNTED TOILET - SEE MECHANICAL FOR DETAILS/NOTES PROVIDE SUPER STRUCTURE TO SUPPORT 30 RANGE BY OWNER - SEE MECHANICAL AND ELECTRICAL FOR DETAILS/NOTES 76.1 MECHANICAL EQUIPMENT - SEE MECHANICAL FOR DETAILS/NOTES 31 METAL STAIR AND STEEL PIPE RAILING FOR ROOF ACCESS 76 2 EXPOSED MECHANICAL DUCTWORK/PIPING, PAINT - SEE MECHANICAL FOR DETAILS/NOTES 32 STAINLESS STEEL ADA GRAB BARS 77 HUFCOR OPERABLE PARTITION 33 PRE -FINISHED SOLID POLYMER URINAL PARTITION 78 ELECTRIC BASEBOARD RADIATOR - SEE MECHANICAL FOR DETAILS/NOTES 34 PRE -FINISHED SOLID POLYMER WATERCLOSET PARTITION 79 HALF HEIGHT GYP BOARD ON METAL STUD WALL 35 FLOOR DRAIN - SEE MECHANICAL FOR DETAILS/NOTES 80 PRE -FINISHED MTL. CLOSURE PIECE BY LOCKER SUPPLIER 36 WALL MOUNTED TOILET - SEE MECHANICAL FOR DETAILS/NOTES 81 SOLID SURFACE PASS THROUGH COUNTERTOP WITH ACRYLIC SERVICE WINDOW 37 WALL MOUNTED URINAL SEE MECHANICAL FOR DETAILS/NOTES 82 CASEWORK WITH PLASTIC LAMINATE FINISH AND MELAMINE INTERIOR ABOVE - - SEE INTERIOR ELEVATION FOR LAYOUT AND ADDITIONAL INFORMATION 38 UNDERMOUNT BATHROOM SINK - SEE MECHANICAL FOR SINK AND FAUCET83 NOT USED DETAILS/NOTES 39 WALL MOUNTED PAPER TOWEL HOLDER - BY OWNER 84 BARRIER FREE DOOR OPERATOR AND PEDESTAL 40 WALL MOUNTED MIRROR 85 GALVANIZED BAR GRATE ON 4" CURB- SEE DETAILS 41 FULL HEIGHT 2'X 2' STEEL LOCKERS WITH SLOPED TOP 86 UTILITY SINK -SEE MECHANICAL 42 WOOD BENCH -BOLT TO FLOOR 87 APPLIANCE MANUFACTURER PEDESTAL BASE TO MATCH WASHER/DRYER 43 ADA WOOD BENCH - BOLT TO FLOOR 88 ACCORDION TYPE HORIZONTAL SLIDING DOOR 44 WALL MOUNTED ADA FOLDABLE SHOWER SEAT - PROVIDE WALL BACKING FOR SUPPORT AS REQUIRED FIRE RATED WALLS: �w�w�w� 1 HR RATED FIRE BARRIER/HORIZONTAL ASSEMBLY 2 HR RATED FIRE BARRIER/HORIZONTAL ASSEMBLY ALL FIRE BARRIER WALLS TO BE MARKED AND IDENTIFIED PER SEC. 707.3. FIELD VERIFY WITH ARCHITECT/OWNER LOCATION AND COLOR GENERAL NOTES: PLAN NOTES ARE TYPICAL FOR ALL BUILDING PLANS. SOME NOTES MAY NOT BE LOCATED ON ONE PLAN VIEW, BUT ARE STILL APPLICABLE WITHIN THE PROJECT FIRE BARRIERS PER MNBC SEC. 707 HORIZONTAL ASSEMBLIES PER MNBC SEC. 711 SEE SHEET ??? FOR TYPICAL PENETRATION DETAILS IN FIRE RATED ASSEMBLIES ALL JOINTS (FLOOR, CEILING OR STRUCTURE, AND WALL TO STRUCTURE SHALL BE SEALED TO MEET FIRE RATING REQUIREMENTS) OA WALL SCHEDULE CONSTRUCTION ASSEMBLY TOTAL FIRE THICKNE RATIN TYPE GRAPHIC SURFACE 1 CORE SURFACE 2 SS G NOTES Not for Construction PLOTTE®1/9/2023 3:29:43 PM PROJECT NAME: City of Monticello Public Works 12 1 11 1 1 11 0 U') 0 1 0 A401 o 1 1 1 1 1 1 io 1 1 1 Not for Construction - 1 --- A402 13 14 15 II I I I 106'- 0" D F I I WASH BAY 244 — — — - - L — I I �0 0 I o I I o I I I I I I F � 0 °° 2 I- I I I L I I [01 1I 0 L0 J 0 Le1 1 I I 1 I I --- o C 2 0 io io r VEHICLE — - MAINTENANCE 1 J 243 L I 0 1 0 0 1 0 1 00 � rn 00 1 1 I 1 I I o , 2 zo B El 1 1 o J 1 00 L0 1 o M 1 11 5/8", 5'- 2 1/8"--- 5' - 0" 4'- 5 5/8" o 9'-4" T-4" 9'-0" 7'-4" -0" 3'-0" 41'-43/4" El 243H co 1 19'- 0 3/8 10 MOBILE 0 LO -1III IFT/EQUI CREW LEAD 0 2 ==-�; i; CD STORAG MECHANIC TECHNICI N2d 11 i'7 0 WASH AREA 24 239 u _ M O O L I I � M ih J N - --------- 7'- 4" 0 01 1 0 1 RESTROOM M M INT. LIBRARY co M 1 237 - L 1co238co aD 1 34C � o 1 PARTS/TOOLS 2 13 N 1 O INVENT. -- - - -- - - - - - 1 SHIPPING/RECEIVING _ 0? m `o L 1 � A164 O 1 1 18'- 0 3/8" _ 0 1 1 PARTS STORAGE 0 BULK FLUIDS 1 234 o ASTE & SUPPLY 2 1 N 235 1 1 34'- 11 5/8" 1 co— L 1 NCIA CD 34A 1 1 1 27'- 1 5/8" 6'- 4" 58'- 6 3/8" 11 12 1 ENLARGED FLOOR PLAN - V.M. 1 3'-0"--2'- 0' I 1 1 13 14 15 2 A401 Not for Construction © 2020 COPYRIGHT OERTEL ARCHITECTS. ALL RIGHTS RESERVED. CLIENT: CITY OF s Monticeflo IN OERTEL ARCHITECTS, LTD. <varies> CONSULTANT: NOTES: A NITECTS \ 12" BLOCK PLAIN 11 5/8" - ELECTRICAL CONDUIT 00, co GQ1P 11 PAVE. U SHALL BE EMBEDED WITHIN WALL - �' �. U Z 2i 4— (/) 2 z 0 O COORDINATE WITH o 1 HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED ARCHITECT UNDER THE LAWS REINFORCEMENT SIGNATURE: 15840 11/09/2023 LICENSE # DATE SHEET NAME: ENLARGED FLOOR PLAN - VEHICLE MAINT. REQUIREMENTS B No. Date Description 8" BLOCK PLAIN 7 5/8" - ELECTRICAL CONDUIT SHALL BE EMBEDED WITHIN WALL - '�. COORDINATE WITH REINFORCEMENT REQUIREMENTS D 5/8" GYP BD 3 5/8" METAL 5/8" GYP BD 4 7/8" - MOISTURE RESISTANT DRAWN BY CHECKED BY SHEET NO: STUD GYP BD AT WET LOCATIONS E 5/8" GYP BD 3 5/8" METAL - 4 1/4" - MOISTURE RESISTANT STUD GYP BD AT WET LOCATIONS H 12" PRECAST 11-01, SURFACE MOUNTED PANEL ELECTRICAL CONDUIT AND BOXES Not for Construction PLOTTE®1/9/2023 3:29:43 PM PROJECT NAME: City of Monticello Public Works 12 1 11 1 1 11 0 U') 0 1 0 A401 o 1 1 1 1 1 1 io 1 1 1 Not for Construction - 1 --- A402 13 14 15 II I I I 106'- 0" D F I I WASH BAY 244 — — — - - L — I I �0 0 I o I I o I I I I I I F � 0 °° 2 I- I I I L I I [01 1I 0 L0 J 0 Le1 1 I I 1 I I --- o C 2 0 io io r VEHICLE — - MAINTENANCE 1 J 243 L I 0 1 0 0 1 0 1 00 � rn 00 1 1 I 1 I I o , 2 zo B El 1 1 o J 1 00 L0 1 o M 1 11 5/8", 5'- 2 1/8"--- 5' - 0" 4'- 5 5/8" o 9'-4" T-4" 9'-0" 7'-4" -0" 3'-0" 41'-43/4" El 243H co 1 19'- 0 3/8 10 MOBILE 0 LO -1III IFT/EQUI CREW LEAD 0 2 ==-�; i; CD STORAG MECHANIC TECHNICI N2d 11 i'7 0 WASH AREA 24 239 u _ M O O L I I � M ih J N - --------- 7'- 4" 0 01 1 0 1 RESTROOM M M INT. LIBRARY co M 1 237 - L 1co238co aD 1 34C � o 1 PARTS/TOOLS 2 13 N 1 O INVENT. -- - - -- - - - - - 1 SHIPPING/RECEIVING _ 0? m `o L 1 � A164 O 1 1 18'- 0 3/8" _ 0 1 1 PARTS STORAGE 0 BULK FLUIDS 1 234 o ASTE & SUPPLY 2 1 N 235 1 1 34'- 11 5/8" 1 co— L 1 NCIA CD 34A 1 1 1 27'- 1 5/8" 6'- 4" 58'- 6 3/8" 11 12 1 ENLARGED FLOOR PLAN - V.M. 1 3'-0"--2'- 0' I 1 1 13 14 15 2 A401 Not for Construction © 2020 COPYRIGHT OERTEL ARCHITECTS. ALL RIGHTS RESERVED. CLIENT: CITY OF s Monticeflo IN OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: NOTES: Project Status NITECTS \ v UJ ON4 O G'�NO 00, co GQ1P 11 PAVE. U I..L U Z 2i 4— (/) 2 z 0 O m LU 40 O o 1 HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNATURE: 15840 11/09/2023 LICENSE # DATE SHEET NAME: ENLARGED FLOOR PLAN - VEHICLE MAINT. REVISIONS: No. Date Description 23-01 11/09/2023 PROJECT NUMBER DATE MMP ANC DRAWN BY CHECKED BY SHEET NO: Not for Construction W VU T S R Q P N M L K J H G F E D C B A T.O. PRECAST 0 T.O. PRECAST ;.. O . MEZZAIFFICE-. - - - '.-- - -- -- - - - -� .,- -- "-•-' - -- - -"- --, - -- Ll o. ° o ° ° o E1_ •D o T.OIdN� E� 111 - 11 ° a T.O. SLAB - MAIN _ LEVEL ; p" jk, TO- p FOOTING T.O. PREC, - 011 T.O. PREC, �\ OF T. T.O. SLAB 100'-0" rh T. FOOTI 96' - 0" T.O—.SL OWER LE 86'- 0" Not for Construction PLOTTE®1/9/2023 3:30:01 PM PROJECT NAME: City of Monticello Public Works 1 SOUTH ELEVATION 14 13 12 11 10 9 T.O. PRECAST 1 6' _ 0„ T.O. PRECAST - =- -. - --. - -_ _- _- _ _-_ - _-. -. _ -- - _- -- -.- - - - - -, `- _- _--. - _-_ -•-_ . OFFICE -0 . MEZZANINE ° T.O. SLAB - MAIN_ LEVELXI _ Oil TO. FOOTING X961. 0" Tom. -SLAB - — — — — — — — — J LOWER LEVEL �J 86' - 0" 2 EAST ELEVATION Ili Not for Construction T.O. PRECAS�\, 126 - 0 T.O. PRECAST - OFFICE 114' 0" 7:0-VIEZZANINVE 111' - 11" T.O. SLAB - MAIN _ _LEVEL 100'-0" T.O. FOOTIN L 96'-0" V 8 7 6 5 4 3 2 1 I I I I I I I T.O. PRECAST 126'-0" T.O. PRECAST - OFFICE I II I I I T.O. MEZZAIWNE T.O. SLAB - MAIN _LEVEL � 100'-0�" T.O. FOOTIN AU 96'- 0" �1 — T-. C L. -SLAB - LOWER LEVEL 86'-0" � T.O. PRECAST T.O. PRECAST - OFFICE 114 - " T.O. MEZZANINE 0 T.O. SLAB MAIN �J 10p' LEVEL _ 0" RT. FOOTING . - 0" T�. SL --AB -- — LOWER LEVEL 86'-0" 3 NORTH ELEVATION 1 2 3 4 5 6 7 8 I I I I I I I 11101111111 4 WEST ELEVATION 9 10 I I 12 PRECAST 126'-0" 'RECAST - OFFICE � EZZ E 111' - 11" _AB - MAIN LEVEL 100'-0" FOOTING� T.O. PRECASS T.O. PRECAST - OFFICE 114 - T�O. MEZZANINE 111' - 11" T.O. SLAB - MAIN LEVEL � 100'-0" V T.O. FOOT)NG 96' - Not for Construction 0 2020 COPYRIGHT OERTEL ARCHITECTS. ALL RIGHTS RESERVED. CLIENT: CITY OF Monti"Ceflo OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: NOTES: Project Status NjTECTS P v 4U o P Q w G� O~ O G CIO ------------ \T PAVE' U n O U O ui z � 0 z o m LU 4= O o I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNATURE: 15840 11/09/2023 LICENSE # DATE SHEET NAME: BUILDING ELEVATIONS REVISIONS: No. Date Description 23-01 11/09/2023 PROJECT NUMBER DATE MMP ANC DRAWN BY CHECKED BY SHEET NO: A301 Not for Construction Edge of Delineated W,Etla/ // / \ � / \ 0 50 100 H: SCALE IN FEET co Cn M I I I / 0) co 0) / h STORM INLET _ \ / / _ — — / / TO BE RELOCATED 1-00, A 1-00' SANITARY STRUCT ES TO BE REMOV Manh3e / / I \ / / �/ 0 rim=954. - 011 r/� ---- _ _ — I 6-- �c ;+ I sco p ;+ I+ , I I III I ' +' I+ + / / / / I / I 954 g55/ ¢ 9 95g j / %/ / / ' / / / // ++i / i+ / _ / / / / ( I / / co SANITPIR�S�TRUCfURES T� 8 E OVED / IL X/41 / co // / I SANITARYSTRUCTU,RE/S �++ I\ TO BE REMOVED +, A T++� I / sco I +++,'/ / + / J / o` co / V /4- +/ / J / A /+ �' I + +/I 1;4 Y STRUCTURES ----- I f0/BE REMOVED co I CLIENT: Not for Construction NO �' / JI I I I" I' / "o I ON \ ry yp I�:�_<0 ° Manhole r1m-966, l3 yp yp� \ oy I I I I I I I \ \ I yp \ x /vI yp vv vvv o yp v J yp/ I I vvv \ \ \ yo \ \\ \ \ \\ yp — \\ \ \\ \ \ \ \ 'YOp — — — - -\ \ \ \ \ \ \ \ \ \ yO//p / o \ v yp v 51.72 \ ` \ \ / /� / \ / / �y / / / / /°y \ \ \ \ \ \ \ \ yp yp \ I \\ \\ yp/ \ \ \\ oy \\ \\ \ Manhol ` / / I` y / / / / yp / / \ o LIGHT PO \ I � � / / \� // / yp \ Tj9 BE RELOCATED CENTER LANE/NO PARKCN r'm- 57 qnhoe— _ I .07 Manhol — V I rim- � .42 — rvm-962.75 UL rim=965.6/ LE - an /e oma'► m=9 3.6/ ARI G-1 IV ELECTRIC METER TO BE REMOVED , / / / / / / 40> 0(b1 (6lb '(Oc� / \ / FbEL I \ co / I 01 I I I / I / I \ I \' / \ s I CO \ 0) +�� +' \ LEGEND / \ I I SANIT Y TRUCTURES � �'+ I \ — REMOVE TREE � � B� REMOVED � � �+�+ � \ CONCRETE PAD / / �RT__P-ATH'- LAY DOWN AREA _ TO BE REMOVED ( I I TO BE REMOVED I / � _ SS RM REMOVE SANITARY SEWER \ SANITARY STRUCTUI$ES+-� --- _ __-----//---------� - _--------------- TO BE REMOVLI rlm 965.69�'�----- ---- I \\-- _ ____---/------------------------------------------------------------------------ ---- ------ `-------- ---- ------ SANITARY ---------------------- REMOVE ------------------ REMOVE SANITARY -SEWER SERVICE \ � ++ '�0 \,' , - � - - / trld REMOVE CURB AND GUTTER ISI I II �� I I I I �I11 IL X11II I � I' I' I I \ I' I I I II I I I II \ I I ' \ I I I I ►I � II / I I I I / I I / II I I I I I I 7 — — I I I I IT IIII I// I I II II I I Ill 4/4— tiled \ REMOVE GRAVELCD / O o N 00 C:) C:) NOTES 3 1. THE CONTRACTOR SHALL VISIT THE SITE PRIOR TO SUBMITTING A BID TO BECOME FAMILIAR WITH ALL SITE z CONDITIONS. ALL SURFACE FEATURES THAT CONFLICT WITH PROPOSED CONDITIONS SHALL BE REMOVED OR RELOCATED WHETHER OR NOT SHOWN ON SURVEY OR SPECIFICALLY CALLED OUT. THIS INCLUDES BUT IS NOT o LIMITED TO CLEARING AND GRUBBING. 0 2. EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE INSTALLED PRIOR TO THE COMMENCEMENT OF FL CONSTRUCTION. INSTALL EROSION AND SEDIMENTATION CONTROL PRIOR TO DEMOLITION. U) 3. CONTRACTOR SHALL COORDINATE WITH ALL SMALL UTILITY OWNERS FOR THE DEMOLITION AND RELOCATION OF C:) EXISTING UTILITY STRUCTURES AND LINES AS NECESSARY TO ACCOMMODATE PROPOSED IMPROVEMENTS. 0 4. USE TEMPORARY CONSTRUCTION FENCING TO SECURE BUILDING SITE FOR PROTECTION OF PERSONS AND PROPERTY. 0 5. THE CONTRACTOR SHALL REFER TO THE MUTCD FOR TRAFFIC CONTROL REQUIREMENTS. THE CONTRACTOR MAY BE C REQUIRED TO PHASE CONSTRUCTION TO MINIMIZE DISRUPTION TO TRAFFIC AND MAINTAIN SITE SAFETY. CL CONSTRUCTION OPERATIONS SHALL BE PERFORMED IN A WAY TO MINIMIZE THE DISRUPTION TO THE NORMAL FLOW 0 OF TRAFFIC ON ALL STREETS, ALLEYS, AND PUBLIC BUILDING ACCESS. 0 6. THE CONTRACTOR SHALL OBTAIN AND CONFORM TO ALL PERTINENT CITY, COUNTY AND STATE DETAILS, O _o Not for Construction Y SPECIFICATIONS, PERMITS, AND COORDINATE INSPECTIONS AS REQUIRED BY THE GOVERNING BODY DURING THE ENTIRE PROJECT DURATION. 7. CONTACT PUBLIC AND PRIVATE UTILITY OWNERS A MINIMUM OF 72 HOURS PRIOR TO THE START OF WORK. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO LOCATE AND PROTECT ALL EXISTING UTILITIES AND TOPOGRAPHIC FEATURES NOT SCHEDULED FOR REMOVAL. NO ADDITIONAL PAYMENT WILL BE MADE FOR REPAIRING DAMAGE TO EXISTING UTILITIES, RELOCATING, WORKING AROUND, OR PROTECTING EXISTING UTILITIES OR OTHER APPURTENANCES. 8. A DIAMOND EDGE SAWBLADE SHALL BE USED FOR CUTTING ALL PAVEMENT MARKED FOR REMOVAL. 9. SAWCUT EXISTING PAVEMENT WHICH ABUTS ALL NEW PAVEMENTS TO PROVIDE A STRAIGHT VERTICAL EDGE. 10. WHERE NEW CONCRETE ABUTS EXISTING PAVEMENT, SAWCUT AND REMOVE PAVEMENT AT LEAST 1 -FT FROM PROPOSED CONCRETE EDGE. REPLACE PAVEMENT WITH STRUCTURAL SECTION EQUAL TO OR GREATER THAN EXISTING SECTION UNLESS OTHERWISE NOTED. 11. PROTECT BY WHATEVER MEANS REQUIRED ALL FENCES, SIGNS, STRUCTURES, DRIVES, SIDEWALKS, STREETS, BUSHES, TREES, ETC. WHICH ARE NOT DESIGNATED FOR REMOVAL, OR OUTSIDE THE LIMITS OF CONSTRUCTION. 12. CONTRACTOR IS RESPONSIBLE FOR REPAIRING ALL DAMAGE INCURRED DURING CONSTRUCTION. THIS INCLUDES, BUT IS NOT LIMITED TO, DAMAGE CAUSED BY SUBCONTRACTORS TO THE GENERAL CONTRACTOR. REPAIRS SHALL EQUAL OR EXCEED THE QUALITY OF EXISTING CONDITIONS. 13. CONTRACTOR SHALL REMOVE AND/OR RELOCATE ALL ITEMS NECESSARY TO ACCOMMODATE THE PROPOSED IMPROVEMENTS WHETHER SPECIFICALLY CALLED OUT BY NOTE OR NOT 14. THE LOCATIONS OF ALL AERIAL AND UNDERGROUND UTILITY FACILITIES ARE APPROXIMATE OR MAY NOT BE INDICATED IN THESE PLANS. UNDERGROUND FACILITIES, WHETHER INDICATED OR NOT, SHALL BE LOCATED PRIOR TO CONSTRUCTION. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROTECT ALL EXISTING UTILITIES, PAVEMENT AND OTHER IMPROVEMENTS. ANY DAMAGE TO EXISTING UTILITIES AND/OR PAVED STREETS CAUSED BY CONSTRUCTION OPERATIONS SHALL BE REPAIRED OR REPLACED AT THE CONTRACTOR EXPENSE. 15. ALL DEBRIS AND REFUSE RESULTING FROM CONSTRUCTION OPERATIONS SHALL BE HAULED OFF-SITE AND DISPOSED OF PROPERLY AT THE CONTRACTOR'S EXPENSE Not for Construction © 2020 COPYRIGHT OERTEL ARCHITECTS ALL RIGHTS RESERVED. r Monticello lot _ OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: wsb NOTES: Not for Const rUCt'O n 0 J J W U C/) Z O/ 00 LLU w0— z J 0�m U W ° U � 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. SIGNATURE: VICKI VANDELL LICENSE # DATE SHEET NAME: DEMOLITION REVISIONS: No. Date Description 022411-000 11/10/2023 PROJECT NUMBER DATE MSG DRAWN BY SHEET NO: VJV CHECKED BY Not for Construction a N N 00 M N CD CD KEYNOTES 0 50 100 H: iiii SCALE IN FEET Edge of Delineated Wetland / / � J / rim=954.38 — �C / / /►,� eco 16, j J(9' 05co / /9 �. 2 AREA FOR FUTURE �Q PARKING EXPANSION / STORMWATER / TREATMENT 12 1 / k k '` \ / k x / \ X\ / x k k x a k k k x k k 1 rO k k k / ✓� k k k k k k k ' k k k k k k \ / k k k k k k x k k k k k x k k k x x k k k k k k x k k k k k k k k k x k k OC k k k k k k k k k k k k k k k k k k k k k k k k 0 CONCRETE DRIVE APRON O TRANSFORMER PAD (SEE ELECTRICAL & STRUCTURAL) 10 THICKENED ASPHALT AT CONCRETE EDGE 11 DIRECTIONAL CURB RAMP 12 RETAINING WALL LEGEND PROPOSED CURB AND GUTTER PROPOSED RETAINING WALL PROPOSED BITUMINOUS PAVEMENT + + + + PROPOSED HEAVY DUTY + + + + + + BITUMINOUS PAVEMENT PROPOSED CONCRETE DRIVEWAY/ WALK a A a SITE DATA O NEW BUILDING (REFER TO ARCHITECTURAL PLANS) IMPERVIOUS AREA 11.06 AC Q n O B612 CONCRETE CURB & GUTTER w 43.463 AC LOT 2 AREA 18.423 AC O MODIFIED DESIGN "D" CURB & GUTTER 0 0 5.462 AC O BITUMINOUS PAVEMENT N CD O HEAVY DUTY BITUMINOUS PAVEMENT C CL co O CONCRETE SIDEWALK &PAVEMENT 'c CD r O TRASH ENCLOSURE PER ARCHITECTURAL PLANS Not for Construction _o Y 0 50 100 H: iiii SCALE IN FEET Edge of Delineated Wetland / / � J / rim=954.38 — �C / / /►,� eco 16, j J(9' 05co / /9 �. 2 AREA FOR FUTURE �Q PARKING EXPANSION / STORMWATER / TREATMENT 12 1 / k k '` \ / k x / \ X\ / x k k x a k k k x k k 1 rO k k k / ✓� k k k k k k k ' k k k k k k \ / k k k k k k x k k k k k x k k k x x k k k k k k x k k k k k k k k k x k k OC k k k k k k k k k k k k k k k k k k k k k k k k 0 CONCRETE DRIVE APRON O TRANSFORMER PAD (SEE ELECTRICAL & STRUCTURAL) 10 THICKENED ASPHALT AT CONCRETE EDGE 11 DIRECTIONAL CURB RAMP 12 RETAINING WALL LEGEND PROPOSED CURB AND GUTTER PROPOSED RETAINING WALL PROPOSED BITUMINOUS PAVEMENT + + + + PROPOSED HEAVY DUTY + + + + + + BITUMINOUS PAVEMENT PROPOSED CONCRETE DRIVEWAY/ WALK a A a SITE DATA EXISTING ZONING UNINCORPORATED IMPERVIOUS AREA 11.06 AC GROSS AREA 69.947 AC LOT 1 AREA 43.463 AC LOT 2 AREA 18.423 AC ROW 2.599 AC OUTLOT AREA 5.462 AC Not for Construction Manho% ® r1m=966.13 \ NOTES - 1 . OTES: 1. SEE SHEET C102 FOR EXISTING CONDITIONS & DEMOLITION PLAN. 2. SEE ARCHITECTURAL PLAN AND LANDSCAPE PLANS FOR ADDITIONAL SITE PLAN FEATURES. 3. THE CONTRACTOR SHALL CONSTRUCT ALL PAVEMENTS TO CONFORM WITH THE CORRECT LINES AND FINISHED GRADES AS INDICATED ON THE PLANS AND TO MATCH EXISTING PAVEMENT GRADES AT TIE-IN POINTS. NO PONDING OF WATER WILL BE ALLOWED. 4. SAW ALL CONCRETE CONSTRUCTION JOINTS, CLEAN THEM OF DEBRIS, BLOW THEM DRY AND IMMEDIATELY SEAL WITH JOINT SEALANT. 5. DIMENSIONS ARE TO BACK OF CURB, EDGE OF PAVEMENT AND EXTERIOR FINISH FACE OF STRUCTURES UNLESS OTHERWISE NOTED. Not for Construction © 2020 COPYRIGHT OERTEL ARCHITECTS ALL RIGHTS RESERVED. CLIENT: r Monticello lot OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: wsb NOTES: Not for ConstruCt'O n O _jJ W U W F--- �e Z O/ 00 G LLU_ LL, O z M_jM 0 W U w U a_ 1' d 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. SIGNATURE: VICKI VANDELL LICENSE # DATE SHEET NAME: SITE PLAN REVISIONS: No. Date Description 022411-000 11/10/2023 PROJECT NUMBER DATE MSG VJV DRAWN BY CHECKED BY SHEET NO: Not for Construction to 0 o N co N KEYNOTES 0 N O O 4" WIDE SOLID WHITE PARKING STRIPE; TYPICAL m z O2 4" WIDE SOLID WHITE STRIPE Q a O a RIGHT TURN ARROW ry IC� C) 0 0 N N 0 c ca d co U 'o 0 0 Cq Not for Construction Y 0 50 100 H: iia SCALE IN FEET I I � 1 \ � 1 L � Edge of Delineated Wetland / / STORMWATER / / / < TREATMENT /Z \ / P 5D REMOVE CURVE OF STRIPING; RIGHT TURN LANE \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ REMOVE SHOULDER STRIPING \ \ \ \ ACROSS DRIVEWAY \ \ \ \ Z N RIGHT TURN GUIDE STRIPE Not for Construction \ \ \ \ I \ \ I -------- \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ `REMOVE EXISTING TURN LANE TRANSITION STRIPING REMOVE SHOULDER STRIPING \ \ \ \ \ \ \ \ \ \ \ \ \ \ REMOVE SHOULDER STRIPING Not for Construction © 2020 COPYRIGHT OERTEL ARCHITECTS ALL RIGHTS RESERVED. CLIENT: CITY Monticello TEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: wsb NOTES: Not for ConstruCt'O n 0 LU UU) Z 00 G LL U w0 z�J m w w Do_ — U� HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, )R REPORT WAS PREPARED BY ME OR UNDER MY IIRECT SUPERVISION AND THAT I AM A DULY ICENSED PROFESSIONAL ENGINEER UNDER THE AWS OF THE STATE OF MINNESOTA. SIGNATURE: VICKI VANDELL LICENSE # DATE SHEET NAME: SIGNAGE & STRIPING PLAN REVISIONS: No. Date Description 022411-000 PROJECT NUMBER MSG 11/10/2023 DATE VJV DRAWN BY CHECKED BY SHEET NO: C202 \ \ \ \ \ \ Not for Construction © 2020 COPYRIGHT OERTEL ARCHITECTS ALL RIGHTS RESERVED. CLIENT: CITY Monticello TEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: wsb NOTES: Not for ConstruCt'O n 0 LU UU) Z 00 G LL U w0 z�J m w w Do_ — U� HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, )R REPORT WAS PREPARED BY ME OR UNDER MY IIRECT SUPERVISION AND THAT I AM A DULY ICENSED PROFESSIONAL ENGINEER UNDER THE AWS OF THE STATE OF MINNESOTA. SIGNATURE: VICKI VANDELL LICENSE # DATE SHEET NAME: SIGNAGE & STRIPING PLAN REVISIONS: No. Date Description 022411-000 PROJECT NUMBER MSG 11/10/2023 DATE VJV DRAWN BY CHECKED BY SHEET NO: C202 Not for Construction Edge of Delineated W,Etla/ // / \ N 0 50 100 //��� / 'z / H-. l SCALE IN FEET M I � 05 M / L- 05 0 , 10rn 950 g5A BC 51.10 B 2. Manho% rim -954J3 g52 z fl I I I r I /05Cp / I 955 � / = I/ SII/I /BC 554 C 55.13 ssr BC 55.53 c BC 55.14 B .1 BC 55.53 B 19 / / v b / 6, 9� BC 7 �C% / �STORMWATE o TREATMENT 11 TW BW 7. / BC 67.84 hAl / \ � TW CD BC 63.34 ` 966 BC 63.33 / \ / 19� \ j � , I \ \ 05\ rn�rn y I 96,Q / i A BC 6 .7 \ I B 60.07 0)rn l rn o 1 n « I « < BC 60.67 ca 965 g66 g67 9689r09 970 - oz" \ i / O / 95� - °jam 0j / GRADING NOTES: 1. THE PROPOSED GRADES SHOWN ON THE GRADING PLAN ARE FINISHED GRADES. SPOT ELEVATIONS ALONG CURB Q LINES REPRESENT THE FLOWLINE UNLESS OTHERWISE NOTED. � 2. GRADING ACTIVITY WHICH BLOCKS TRAFFIC OF ANY STREET, ALLEY, OR DRIVE IS SUBJECT TO APPROVAL BY THE Q CITY. 3. CONTRACTOR SHALL STOP WORK IMMEDIATELY AND NOTIFY THE ENGINEER AND OWNER IF CONTAMINANTS ARE C:) FOUND IN THE EXISTING SOILS. 0 4. SIDEWALK CROSS -SLOPES SHALL NOT EXCEED 2.0% AND LONGITUDINAL SLOPES SHALL NOT EXCEED 5.0%. N 5. IN AREAS WHERE NEW FILL IS TO BE PLACED ON SLOPING GROUND, BENCHING THE SURFACE SHALL BE COMPLETED C14 PRIOR TO PLACING THE FILL. BENCHING SHALL BE COMPLETED WHERE SLOPES ARE STEEPER THAN 4:1 C (HORIZONTAL:VERTICAL). 0 6. PROVIDE POSITIVE DRAINAGE AT ALL TIMES WITHIN THE CONSTRUCTION AREA. DO NOT ALLOW WATER TO POND IN CD EXCAVATION AREAS, AND MAINTAIN ALL EXISTING DRAINAGE PATTERNS. 0 0 _o Not for Construction Y 7. UNLESS OTHERWISE NOTED, FINISH GRADE SHALL BE SIX INCHES BELOW FINISHED FLOOR IN NON -PAVED AREAS. GRADE SHALL SLOPE AWAY FROM BUILDING STRUCTURES AT FIVE PERCENT FOR A MINIMUM DISTANCE OF TEN FEET IN UNPAVED AREAS. 8. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH ALL OSHA REGULATIONS IN THE EXECUTION OF WORK UNDER THIS CONTRACT. 9. THE CONTRACTOR SHALL REVIEW GEOTECHNICAL REPORT TO DETERMINE IF DEWATERING IS REQUIRED TO PERFORM WORK. IF WORK ENTAILS DEWATERING, CONTRACTOR IS REQUIRED TO OBTAIN MnDNR DEWATERING PERMIT AND SUBMIT PLAN TO THE CITY OF ANDOVER (PERMIT IS INCIDENTAL). 10. ALL NON -PAVED AREAS SHALL RECEIVE A FOUR -INCH (4") LAYER OF TOPSOIL. REFER TO EARTH MOVING SPECIFICATION 31 20 00 FOR DEFINITION OF TOPSOIL. REFER TO LANDSCAPE PLANS FOR AREAS TO RECEIVE PERMANENT SEED, SOD, TREES, & SHRUBS. 11. THE CONTRACTOR SHALL ADJUST TO GRADE ALL MANHOLE STRUCTURES AND APPURTENANCES THAT FALL WITHIN THE LIMITS OF THIS CONTRACT. THE CONTRACTOR SHALL KEEP ALL SAID EXISTING UTILITIES AND THEIR APPURTENANCES FREE OF DEBRIS AND OPERABLE AT ALL TIMES DURING CONSTRUCTION. 12. ALL GRADES WITHIN THE LANDSCAPED AREA SHALL NOT EXCEED 3 HORIZONTAL TO 1 VERTICAL AND HAVE A MINIMUM GRADE OF 2%, UNLESS OTHERWISE NOTED. GRADED SWALES MUST HAVE A MINIMUM BOTTOM SLOPE OF 2.0%. 13. ALL PAVEMENT GRADES SHALL BE AS FOLLOWS IN THE DIRECTION OF FLOW: ASPHALT PAVEMENT - 1 % MINIMUM, 5% MAXIMUM CONCRETE PAVEMENT - 1 % MINIMUM, 5% MAXIMUM CONCRETE CURB AND GUTTER - 0.50% MINIMUM 14. REFER TO SHEET C302 FOR ALL EROSION CONTROL MEASURES. 15. NPDES PERMIT WILL BE PULLED AND PAID FOR BY CITY AND TRANSFERRED TO CONTRACTOR. CITY WILL PAY FOR ALL REQUIRED ESCROWS FOR WATERSHED PERMIT. I CLIENT: Not for Construction Manhole ® r1m=966. l3 Not for Construction © 2020 COPYRIGHT OERTEL ARCHITECTS ALL RIGHTS RESERVED. CITY Monticello 4D.RTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: wsb NOTES: Not for ConstruCt'O n 0 _j_jW UU) Z 00 LL U w0 z 00 C-) I _W U Z) w - D o U� 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. SIGNATURE: VICKI VANDELL �TTTT, LICENSE # DATE SHEET NAME: GRADING & DRAINAGE PLAN REVISIONS: No. Date Description 022411-000 PROJECT NUMBER MSG 11/10/2023 DATE VJV DRAWN BY CHECKED BY SHEET NO: Not for Construction LEGEND Edge of Delineated W,Etla/ // / N 0 50 100 //�/� / z / H-. iiiiii SCALE IN FEET �� / / / / M I � 05 M / L— 05 0 10, o, 950 95A 0) colb - \ / I \ Manhole _� — 954. L0 952 — / � co 54 53 _ 9 to / 954 953 956 \ I I to 96. orizontal i .10)/ STORMWATE o TREATMENT 9CD 69 INLET PROTECTION \ \ I \ I4r, ♦� FLOW DIRECTION / I n \ I << < RIP RAP / AkkI SF SILT FENCE o STABILIZED CONSTRUCTION ENTRANCE ' / z SLOPE STABILIZATION BLANKET / 0' C) 00N N / 0 N � I NOTES 1. ESTABLISH SEDIMENT CONTROL MEASURES AT THE BEGINNING OF CONSTRUCTION AND MAINTAIN DURING THE z ENTIRE LENGTH OF CONSTRUCTION. AREAS WHICH ARE SUBJECT TO SEVERE EROSION AND OFF-SITE AREAS WHICH ARE ESPECIALLY VULNERABLE TO DAMAGE FROM EROSION AND/OR SEDIMENTATION ARE TO BE IDENTIFIED AND RECEIVE ADDITIONAL SEDIMENT CONTROL MEASURES AS DIRECTED BY THE OWNER'S CONSTRUCTION REPRESENTATIVE. PERIMETER CONTROLS SHALL BE INSTALLED PRIOR TO ANY REMOVALS. Cb 2. LOCATIONS OF STABILIZED CONSTRUCTION ENTRANCES INDICATED ON PLANS ARE APPROXIMATE. CONTRACTOR SHALL ADJUST LOCATION AND SIZE OF ENTRANCES TO ACCOMMODATE CONSTRUCTION VEHICLES C) AND ACTIVITIES. 9 3. COORDINATE ALL LAND DISTURBING ACTIVITIES AND CONDUCT SO AS TO MINIMIZE THE SIZE OF THE AREA TO BE EXPOSED AT ANY ONE TIME AND MINIMIZE THE TIME OF EXPOSURE. MASS CLEARING AND GRADING OF THE CD ENTIRE SITE SHOULD BE AVOIDED. COORDINATE ALL LAND DISTURBING ACTIVITIES SO AS TO MINIMIZE OFF-SITE SEDIMENTATION DAMAGE. RESTABILIZE DISTURBED AREAS AS SOON AS POSSIBLE AFTER CONSTRUCTION IS COMPLETED, BUT IN NO CASE LATER THAN 7 DAYS AFTER CONSTRUCTION ACTIVITY TEMPORARILY OR 0 PERMANENTLY CEASES. 0 4. PERIODICALLY CLEAN OUT AND DISPOSE OF ALL SEDIMENT ONCE THE STORAGE CAPACITY OF THE DRAINAGE o FEATURE OR STRUCTURE RECEIVING THE SEDIMENT IS REDUCED BY ONE-HALF. CLEAN OUT AND DISPOSE OF _o Not for Construction Y i ALL SEDIMENT AT THE COMPLETION OF THE PROJECT. ALL STREETS IN AND ADJACENT TO THE PROJECT SHALL REMAIN CLEAN AND PASSABLE AT ALL TIMES. ANY SEDIMENT OR DEBRIS SHALL BE REMOVED WITHIN 24 HOURS, OR AS OFTEN AS NEEDED TO ENSURE PUBLIC SAFETY 5. INLET PROTECTION WILL BE INSTALLED AT ALL CATCH BASINS WITHIN THE PROJECT AREA. THE CONTRACTOR SHALL PROVIDE APPROPRIATE SEDIMENT CONTROL DEVICES FOR STOCKPILE AREAS, INLETS, AND DITCHES MUST BE STABILIZED WITHIN 200 LINEAL FEET FROM THE PROPERTY EDGE, OR FROM THE POINT OF DISCHARGE TO ANY SURFACE WATER. STABILIZATION MUST BE COMPLETED WITHIN 24 HOURS OF CONNECTION. 6. REMOVE THE TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES AND VERIFY THE CLEANING OUT OF ALL STORM DRAINAGE STRUCTURES, INCLUDING FLUMES, PIPES, AND DITCHES ONCE FINAL STABILIZATION HAS OCCURRED. 7. ADDITIONAL EROSION AND SEDIMENT CONTROLS MAY BE ADDED DURING ANY PHASE OF CONSTRUCTION AS DIRECTED BY THE ENGINEER. 8. THE CONTRACTOR SHALL PROVIDE PERIMETER CONTROL DAY - TO - DAY AT DISTURBED, UNSTABILIZED AREAS WHERE EROSION OR SEDIMENTATION COULD BE A PROBLEM. THE ENGINEER SHALL DIRECT THE CONTRACTOR AS TO WHERE PLACEMENT OF PERIMETER CONTROL WILL BE REQUIRED. 9. WASHOUT STATIONS SHALL BE DESIGNED TO PREVENT WASTE / RUNOFF CONTACTING THE GROUND. A WASHOUT LOCATION SIGN SHALL BE INSTALLED AT EVERY WASHOUT STATION. 10. STREET SWEEPING- STREET SWEEPING IS AN IMPORTANT TEMPORARY EROSION CONTROL BEST MANAGEMENT PRACTICE AND SHALL BE PERFORMED WITH THE USE OF WATER. DRY SWEEPING IS PROHIBITED. ADDITIONALLY, TRUCKS HAULING IN AND OUT OF THE SITE, FOR ANY ACTIVITY INCLUDING BUT NOT NECESSARILY LIMITED TO PAVING, EXCAVATION, ETC., NEEDS TO ENSURE CLEAN OFF ALL MUD FLAPS TO AVOID ANY BUILDUP ON THE STREET PAVEMENT. I CLIENT: Not for Construction Manhole ® r1m=966. l3 `0 Civ - / I eo 0 o / J 6ll � f FUEL / I � rn rn �1 I � \ I \ \ J `L- I \95954— 956, . \ � �� , --- - Not for Construction © 2020 COPYRIGHT OERTEL ARCHITECTS ALL RIGHTS RESERVED. CITY Monticello 4D.RTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: wsb NOTES: Not for ConstruCt'O n O _jJ W UU) Z 00 G LL U LL, Q z I_00 UZ) w o — U� 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. SIGNATURE: VICKI VANDELL LICENSE # DATE SHEET NAME: EROSION CONTROL PLAN REVISIONS: No. Date Description 022411-000 PROJECT NUMBER MSG 11/10/2023 DATE VJV DRAWN BY CHECKED BY SHEET NO: C302 Not for Construction 0 50 100 H: iiii SCALE IN FEET I I � 1 � � 1 i L � Edge of Delineated Wetland / � J 15'-24"CL III RCP @0.27% 36'-24"CL III RCP @0.14 - /------_ 5033 / Manh3_e60" DIA CBMH rim =954.3 RIM: 952.47 INV. 948.35 (N) / - -�- INV- 948.35 (E) / 10'- 24" HDPE @ 0.15% i / 5027 2'X3' CB RIM: 952.42 INV- 948.40 (NE) 5053 / 15" FES / / INV: 950.00 (SE) S9, C/ A 1 @0/ 5052 6" PVC ROOF LEADERS 60 `�15" FES INV: / 949.50 (NW ) 5054 NULL STRUCTURE �\ / RIM: 955.00 / \ / INV: 951.00 (SE) / // INV: 951.00 (NW) STORMWATER / / ( TREATMENT 5023 \� 12'- 6" PVC \ \ / 30 FES Q- / / INV: 951.00 (NE) \ INV: 952.00 (S) / 5022 / 60" DIA MH 1 RIM: 959.06 INV: 953.38 \ INV: 952.15 \ 96' - 30" HDPE @ 0.50 G v N M UTILITY NOTES: N O N 0 1. RIMS SHOWN IN CURB HAVE A 2" SUMP BELOW THE GUTTERLINE ELEVATION M 30'30" HDPE @ 0.37% 2. COORDINATE INSPECTION AND TESTING FOR ALL UNDERGROUND UTILITIES WITH THE APPROPRIATE AUTHORITIES PRIOR TO COVERING TRENCHES. COMPLY WITH ALL LOCAL REQUIREMENTS. CONDUCT ALL TESTS TO THE SATISFACTION OF THE LOCAL AUTHORITIES. 0 3. ALL EXISTING UTILITIES AND SERVICE LINES SHALL BE KEPT IN SERVICE AT ALL TIMES DURING CONSTRUCTION OF THIS PROJECT, UNLESS z g OTHERWISE AUTHORIZED BY OWNER OF UTILITY. 4. i OWNER. 0 G v N M UTILITY NOTES: N O N 0 1. RIMS SHOWN IN CURB HAVE A 2" SUMP BELOW THE GUTTERLINE ELEVATION M 30'30" HDPE @ 0.37% 2. COORDINATE INSPECTION AND TESTING FOR ALL UNDERGROUND UTILITIES WITH THE APPROPRIATE AUTHORITIES PRIOR TO COVERING O _N Not for Construction O Y '-30"CL III RCP @0.34% 74' - 15" HDPE @ 2.00% 179'- 30" HDPE @ 0.39% 13'15" HDPE_ rRnnN l @ 0.50% 1 1 63'- 15" HDPE @ 0.49% 1� IFnl1 7.2. SEWER STRUCTURES WITHIN 10' OF POTABLE WATER LINES SHALL BE CONSTRUCTED TO ENSURE WATER TIGHTNESS MEETING MINNESOTA DEPARTMENT OF HEALTH STANDARD. 8. MINIMUM 12 -INCH VERTICAL SEPARATION REQUIRED AT ALL UTILITY CROSSINGS. POTABLE WATER LINES SHALL BE MINIMUM 18" ABOVE OR 18" BELOW SEWER LINES AT CROSSINGS. WHERE POTABLE WATER IS LOCATED BELOW OR LESS THAN 18" ABOVE SEWER LINES, SEWER PIPES SHALL BE PRESSURE RATED PVC (C900, SCH 40, SCH 80 OR SDR 26 PER ASTM D2241). 9. CONTRACTOR SHALL IDENTIFY, FIELD VERIFY AND COORDINATE ALL EXISTING AND PROPOSED UTILITY CROSSINGS IN THE FIELD. REPORT CONFLICTS REQUIRING REDESIGN TO THE ENGINEER OF RECORD. 10. SEE CITY OF MONTICELLO STANDARD PLANS FOR PIPE BEDDING DETAILS. 11. THE CONTRACTOR PROVIDING EXCAVATION IS RESPONSIBLE FOR OBTAINING ALL EXCAVATION AND OBSTRUCTION PERMITS REQUIRED BY ANY GOVERNING AUTHORITY. 12. EXISTING CONTOURS ARE NOT SHOWN TO MAINTAIN CLARITY OF SPECIFIED INFORMATION. REFER TO SHEET C301 FOR RELATIONSHIP OF STORM SEWER TO EXISTING GRADES. 13. ALL UTILITIES WILL BE CONSTRUCTED PER CURRENT CITY OF MONTICELLO SPECIFICATIONS. 14. COORDINATE INSPECTION AND TESTING FOR ALL UNDERGROUND UTILITIES WITH THE APPROPRIATE AUTHORITIES PRIOR TO COVERING TRENCHES. COMPLY WITH ALL LOCAL REQUIREMENTS. CONDUCT ALL TESTS TO THE SATISFACTION OF THE LOCAL AUTHORITIES. 15. COORDINATES ARE TO END OF PIPE, CENTER OF APPURTENANCE, OR CENTER OF STRUCTURE UNLESS OTHERWISE NOTED. LENGTH OF PIPE LISTED ON THE PLAN IS TO CENTER OF STRUCTURE OR END OF BARREL (DOES NOT INCLUDE APRON LENGTH). Not for Construction Manhole ® r1m=966. l3 26'- 15" HDPE @ 1.00% 68'-15"HDPE @0.95% \ \ \ \ \ \ anhole \ m=965.12 \ \ I'+ - Ii "LlrC �L_v U.JU7o L63' - 15" HDPE @ 1.00% ntped 10'- 15" HDPE @ 1.00% 16. ALL UTILITIES AND CONDUITS SHALL TERMINATE 5' OUTSIDE THE FACE OF THE BUILDING UNLESS OTHERWISE NOTED. 17. ALL EXISTING UTILITIES AND SERVICE LINES SHALL BE KEPT IN SERVICE AT ALL TIMES DURING CONSTRUCTION OF THIS PROJECT, UNLESS OTHERWISE AUTHORIZED BY THE CITY OF MONTICELLO. 18. REPORT ANY DISCREPANCIES TO THE ENGINEER. RECONNECT ALL SERVICES NOT MARKED FOR REMOVAL OR AS DIRECTED BY THE OWNER. 19. IN THE EVENT OF A CONFLICT BETWEEN WATER LINES AND STORM OR SANITARY SEWER PIPING, ADJUST THE WATER LINE DOWNWARDS IN SUCH A MANNER SO THAT THE PIPE MANUFACTURER'S RECOMMENDATIONS ON PIPE DEFLECTION AND JOINT STRESS ARE NOT EXCEEDED. 20. THE CONTRACTOR SHALL ADJUST TO GRADE ALL WATER AND GAS VALVE BOXES AND MANHOLES THAT FALL WITHIN THE LIMITS OF THIS CONTRACT. THE CONTRACTOR SHALL KEEP ALL SAID WATER, GAS AND EXISTING SEWERS AND THEIR APPURTENANCES FREE OF DEBRIS AND OPERABLE AT ALL TIMES DURING CONSTRUCTION. 21. 10 -FOOT HORIZONTAL SEPARATION REQUIRED BETWEEN SEWER LINES AND/OR STRUCTURES AND POTABLE WATER LINES. 22. CONTRACTOR SHALL IDENTIFY, FIELD VERIFY AND COORDINATE ALL EXISTING AND PROPOSED UTILITY CROSSINGS IN THE FIELD. REPORT CONFLICTS REQUIRING REDESIGN TO THE ENGINEER OF RECORD. 23. CONTRACTOR TO INSTALL THE STORM SEWER MANHOLES PER 1/C142. 24. REFER TO 6/C142 AND 7/C142 FOR PIPE BEDDING DETAILS. 25. ALL CONCRETE PIPE IS DESIGN 3006 GASKET JOINT. Not for Construction © 2020 COPYRIGHT OERTEL ARCHITECTS ALL RIGHTS RESERVED. CLIENT: r Monticello lot OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: wsb NOTES: Not for ConstruCt'O n O _jJ w U U) F--- �e Z O/ 00 G LLU_ ui O z 0 m U w U a_ 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. SIGNATURE: VICKI VANDELL LICENSE # DATE SHEET NAME: STORM SEWER REVISIONS: No. Date Description 022411-000 11/10/2023 PROJECT NUMBER DATE MSG VJV DRAWN BY CHECKED BY SHEET NO: TRENCHES. COMPLY WITH ALL LOCAL REQUIREMENTS. CONDUCT ALL TESTS TO THE SATISFACTION OF THE LOCAL AUTHORITIES. 0 3. ALL EXISTING UTILITIES AND SERVICE LINES SHALL BE KEPT IN SERVICE AT ALL TIMES DURING CONSTRUCTION OF THIS PROJECT, UNLESS z g OTHERWISE AUTHORIZED BY OWNER OF UTILITY. 4. REPORT ANY DISCREPANCIES TO THE ENGINEER. RECONNECT ALL SERVICES NOT MARKED FOR REMOVAL OR AS DIRECTED BY THE OWNER. 0 5. IN THE EVENT OF A CONFLICT BETWEEN WATER LINES AND STORM OR SANITARY SEWER PIPING, ADJUST THE WATER LINE DOWNWARDS IN o SUCH A MANNER SO THAT THE PIPE MANUFACTURER'S RECOMMENDATIONS ON PIPE REFLECTION AND JOINT STRESS ARE NOT EXCEEDED. SEE NOTE 14 FOR ADDITIONAL REQUIREMENTS. N6. TRACER WIRE SHALL BE INSTALLED ON ALL NON-METALLIC PIPES AS DETAILED IN CITY OF MONTICELLO STANDARD DETAILS. CD 7. A 10 -FOOT OUTSIDE TO OUTSIDE HORIZONTAL SEPARATION IS REQUIRED BETWEEN SEWER LINES AND/OR STRUCTURES AND POTABLE a WATER LINES. 7.1. WHERE THIS PROVISION CANNOT BE MET BETWEEN SEWER LINES AND POTABLE WATER LINES, SEWER PIPES SHALL BE PRESSURE CD C) RATED PVC (C900, SCH 40, SCH 80 OR SDR 26 PER ASTM D2241) O _N Not for Construction O Y '-30"CL III RCP @0.34% 74' - 15" HDPE @ 2.00% 179'- 30" HDPE @ 0.39% 13'15" HDPE_ rRnnN l @ 0.50% 1 1 63'- 15" HDPE @ 0.49% 1� IFnl1 7.2. SEWER STRUCTURES WITHIN 10' OF POTABLE WATER LINES SHALL BE CONSTRUCTED TO ENSURE WATER TIGHTNESS MEETING MINNESOTA DEPARTMENT OF HEALTH STANDARD. 8. MINIMUM 12 -INCH VERTICAL SEPARATION REQUIRED AT ALL UTILITY CROSSINGS. POTABLE WATER LINES SHALL BE MINIMUM 18" ABOVE OR 18" BELOW SEWER LINES AT CROSSINGS. WHERE POTABLE WATER IS LOCATED BELOW OR LESS THAN 18" ABOVE SEWER LINES, SEWER PIPES SHALL BE PRESSURE RATED PVC (C900, SCH 40, SCH 80 OR SDR 26 PER ASTM D2241). 9. CONTRACTOR SHALL IDENTIFY, FIELD VERIFY AND COORDINATE ALL EXISTING AND PROPOSED UTILITY CROSSINGS IN THE FIELD. REPORT CONFLICTS REQUIRING REDESIGN TO THE ENGINEER OF RECORD. 10. SEE CITY OF MONTICELLO STANDARD PLANS FOR PIPE BEDDING DETAILS. 11. THE CONTRACTOR PROVIDING EXCAVATION IS RESPONSIBLE FOR OBTAINING ALL EXCAVATION AND OBSTRUCTION PERMITS REQUIRED BY ANY GOVERNING AUTHORITY. 12. EXISTING CONTOURS ARE NOT SHOWN TO MAINTAIN CLARITY OF SPECIFIED INFORMATION. REFER TO SHEET C301 FOR RELATIONSHIP OF STORM SEWER TO EXISTING GRADES. 13. ALL UTILITIES WILL BE CONSTRUCTED PER CURRENT CITY OF MONTICELLO SPECIFICATIONS. 14. COORDINATE INSPECTION AND TESTING FOR ALL UNDERGROUND UTILITIES WITH THE APPROPRIATE AUTHORITIES PRIOR TO COVERING TRENCHES. COMPLY WITH ALL LOCAL REQUIREMENTS. CONDUCT ALL TESTS TO THE SATISFACTION OF THE LOCAL AUTHORITIES. 15. COORDINATES ARE TO END OF PIPE, CENTER OF APPURTENANCE, OR CENTER OF STRUCTURE UNLESS OTHERWISE NOTED. LENGTH OF PIPE LISTED ON THE PLAN IS TO CENTER OF STRUCTURE OR END OF BARREL (DOES NOT INCLUDE APRON LENGTH). Not for Construction Manhole ® r1m=966. l3 26'- 15" HDPE @ 1.00% 68'-15"HDPE @0.95% \ \ \ \ \ \ anhole \ m=965.12 \ \ I'+ - Ii "LlrC �L_v U.JU7o L63' - 15" HDPE @ 1.00% ntped 10'- 15" HDPE @ 1.00% 16. ALL UTILITIES AND CONDUITS SHALL TERMINATE 5' OUTSIDE THE FACE OF THE BUILDING UNLESS OTHERWISE NOTED. 17. ALL EXISTING UTILITIES AND SERVICE LINES SHALL BE KEPT IN SERVICE AT ALL TIMES DURING CONSTRUCTION OF THIS PROJECT, UNLESS OTHERWISE AUTHORIZED BY THE CITY OF MONTICELLO. 18. REPORT ANY DISCREPANCIES TO THE ENGINEER. RECONNECT ALL SERVICES NOT MARKED FOR REMOVAL OR AS DIRECTED BY THE OWNER. 19. IN THE EVENT OF A CONFLICT BETWEEN WATER LINES AND STORM OR SANITARY SEWER PIPING, ADJUST THE WATER LINE DOWNWARDS IN SUCH A MANNER SO THAT THE PIPE MANUFACTURER'S RECOMMENDATIONS ON PIPE DEFLECTION AND JOINT STRESS ARE NOT EXCEEDED. 20. THE CONTRACTOR SHALL ADJUST TO GRADE ALL WATER AND GAS VALVE BOXES AND MANHOLES THAT FALL WITHIN THE LIMITS OF THIS CONTRACT. THE CONTRACTOR SHALL KEEP ALL SAID WATER, GAS AND EXISTING SEWERS AND THEIR APPURTENANCES FREE OF DEBRIS AND OPERABLE AT ALL TIMES DURING CONSTRUCTION. 21. 10 -FOOT HORIZONTAL SEPARATION REQUIRED BETWEEN SEWER LINES AND/OR STRUCTURES AND POTABLE WATER LINES. 22. CONTRACTOR SHALL IDENTIFY, FIELD VERIFY AND COORDINATE ALL EXISTING AND PROPOSED UTILITY CROSSINGS IN THE FIELD. REPORT CONFLICTS REQUIRING REDESIGN TO THE ENGINEER OF RECORD. 23. CONTRACTOR TO INSTALL THE STORM SEWER MANHOLES PER 1/C142. 24. REFER TO 6/C142 AND 7/C142 FOR PIPE BEDDING DETAILS. 25. ALL CONCRETE PIPE IS DESIGN 3006 GASKET JOINT. Not for Construction © 2020 COPYRIGHT OERTEL ARCHITECTS ALL RIGHTS RESERVED. CLIENT: r Monticello lot OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: wsb NOTES: Not for ConstruCt'O n O _jJ w U U) F--- �e Z O/ 00 G LLU_ ui O z 0 m U w U a_ 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. SIGNATURE: VICKI VANDELL LICENSE # DATE SHEET NAME: STORM SEWER REVISIONS: No. Date Description 022411-000 11/10/2023 PROJECT NUMBER DATE MSG VJV DRAWN BY CHECKED BY SHEET NO: Not for Construction 0 H:SiM SCALE � I Q rn o UTILITY NOTES: co N O 0 1. COORDINATE INSPECTION AND TESTING FOR ALL UNDERGROUND UTILITIES WITH THE APPROPRIATE AUTHORITIES PRIOR TO COVERING TRENCHES. COMPLY WITH ALL LOCAL REQUIREMENTS. CONDUCT ALL TESTS TO THE SATISFACTION OF THE LOCAL AUTHORITIES. I) 2. COORDINATES ARE TO END OF PIPE, CENTER OF APPURTENANCE, OR CENTER OF STRUCTURE UNLESS OTHERWISE NOTED. 3. ALL UTILITIES AND CONDUITS SHALL TERMINATE S OUTSIDE THE FACE OF THE BUILDING UNLESS OTHERWISE NOTED. Q 4. ALL EXISTING UTILITIES AND SERVICE LINES SHALL BE KEPT IN SERVICE AT ALL TIMES DURING CONSTRUCTION OF THIS PROJECT, UNLESS OTHERWISE AUTHORIZED BY OWNER. 5. REPORT ANY DISCREPANCIES TO THE ENGINEER. RECONNECT ALL SERVICES NOT MARKED FOR REMOVAL OR AS DIRECTED BY THE C) OWNER. 0 6. INSTALL ALL WATER MAINS AND APPURTENANCES IN ACCORDANCE WITH CITY OF MONTICELLO STANDARDS, AWWA AMERICAN WATERWORKS ASSOCIATION AND THE NATIONAL FIRE PREVENTION ASSOCIATION (NFPA) STANDARDS. 0 7. PROVIDE ANY ADDITIONAL BENDS WITH THRUST BLOCKS (SEE MONTICELLO DETAIL 210, SHEET C141) AND OTHER APPURTENANCES C REQUIRED TO ASSURE PROPER INSTALLATION OF WATER MAINS AND LATERALS. PROVIDE A VERTICAL TIE -DOWN BLOCK FOR ANY CL VERTICAL BEND DOWN AND PROVIDE A CRADLE FOR ANY VERTICAL BEND UP. 0 8. IN THE EVENT OF A CONFLICT BETWEEN WATER LINES AND STORM OR SANITARY SEWER PIPING, ADJUST THE WATER LINE DOWNWARDS IN CD SUCH A MANNER SO THAT THE PIPE MANUFACTURER'S RECOMMENDATIONS ON PIPE DEFLECTION AND JOINT STRESS ARE NOT o EXCEEDED, SEE MONTICELLO DETAIL 203A, SHEET C141. _o Not for Construction Y Not for Construction 9. CONDUCT A PRESSURE TEST ON ALL WATER MAIN AND FIRE PROTECTION LINES TO THE SATISFACTION OF THE LOCAL APPROVAL 16.b. UNDER NO CIRCUMSTANCES SHALL POTABLE WATER LINES BE WITHIN 10' OF SEWER STRUCTURES UNDER THE JURISDICTION OF AUTHORITY AND THE OWNER'S INSURANCE CARRIER. THE DEPARTMENT OF LABOR & INDUSTRY (DLI). SEWER STRUCTURES WITHIN 10' OF POTABLE WATER LINES THAT ARE NOT UNDER 10. PROVIDE ALL WATER AND FIRE LINES WITH A MINIMUM DEPTH OF COVER OF 8.0 FEET. THE JURISDICTION OF DLI SHALL BE CONSTRUCTED TO ENSURE WATER TIGHTNESS MEETING MINNESOTA DEPARTMENT OF HEALTH 11. HYDRANTS PLACED WHERE THE GROUNDWATER TABLE IS ABOVE THE DRAIN HOLE OUTLET SHALL HAVE THE DRAIN HOLE PLUGGED AND STANDARDS. FRONT PUMPED. NOZZLE PAINTED WATER BLUE. 17. MINIMUM 6 -INCH VERTICAL SEPARATION REQUIRED AT ALL UTILITY CROSSINGS. POTABLE WATER LINES SHALL BE MINIMUM 18" ABOVE OR 12. ALL POTABLE WATER PIPES, FITTINGS AND FIXTURES SHALL MEET THE 'REDUCTION OF LEAD IN DRINKING WATER ACT' WHICH 18" BELOW SEWER LINES AT CROSSINGS. WHERE POTABLE WATER IS LOCATED BELOW OR LESS THAN 18" ABOVE SEWER LINES, SEWER ESTABLISHES A MAXIMUM LEAD CONTENT OF 0.25 PERCENT BY WEIGHTED AVERAGE OF THE WETTED SURFACES. HYDRANTS AND WATER PIPES SHALL BE A MATERIAL APPROVED FOR WATER DISTRIBUTION PER TABLE 604.1 OF CHAPTER 6 IN THE 2016 MINNESOTA PLUMBING DISTRIBUTION GATE VALVES 2 INCHES IN DIAMETER OR GREATER ARE EXEMPT. i � I Q rn o UTILITY NOTES: co N O 0 1. COORDINATE INSPECTION AND TESTING FOR ALL UNDERGROUND UTILITIES WITH THE APPROPRIATE AUTHORITIES PRIOR TO COVERING TRENCHES. COMPLY WITH ALL LOCAL REQUIREMENTS. CONDUCT ALL TESTS TO THE SATISFACTION OF THE LOCAL AUTHORITIES. I) 2. COORDINATES ARE TO END OF PIPE, CENTER OF APPURTENANCE, OR CENTER OF STRUCTURE UNLESS OTHERWISE NOTED. 3. ALL UTILITIES AND CONDUITS SHALL TERMINATE S OUTSIDE THE FACE OF THE BUILDING UNLESS OTHERWISE NOTED. Q 4. ALL EXISTING UTILITIES AND SERVICE LINES SHALL BE KEPT IN SERVICE AT ALL TIMES DURING CONSTRUCTION OF THIS PROJECT, UNLESS OTHERWISE AUTHORIZED BY OWNER. 5. REPORT ANY DISCREPANCIES TO THE ENGINEER. RECONNECT ALL SERVICES NOT MARKED FOR REMOVAL OR AS DIRECTED BY THE C) OWNER. 0 6. INSTALL ALL WATER MAINS AND APPURTENANCES IN ACCORDANCE WITH CITY OF MONTICELLO STANDARDS, AWWA AMERICAN WATERWORKS ASSOCIATION AND THE NATIONAL FIRE PREVENTION ASSOCIATION (NFPA) STANDARDS. 0 7. PROVIDE ANY ADDITIONAL BENDS WITH THRUST BLOCKS (SEE MONTICELLO DETAIL 210, SHEET C141) AND OTHER APPURTENANCES C REQUIRED TO ASSURE PROPER INSTALLATION OF WATER MAINS AND LATERALS. PROVIDE A VERTICAL TIE -DOWN BLOCK FOR ANY CL VERTICAL BEND DOWN AND PROVIDE A CRADLE FOR ANY VERTICAL BEND UP. 0 8. IN THE EVENT OF A CONFLICT BETWEEN WATER LINES AND STORM OR SANITARY SEWER PIPING, ADJUST THE WATER LINE DOWNWARDS IN CD SUCH A MANNER SO THAT THE PIPE MANUFACTURER'S RECOMMENDATIONS ON PIPE DEFLECTION AND JOINT STRESS ARE NOT o EXCEEDED, SEE MONTICELLO DETAIL 203A, SHEET C141. _o Not for Construction Y Not for Construction 9. CONDUCT A PRESSURE TEST ON ALL WATER MAIN AND FIRE PROTECTION LINES TO THE SATISFACTION OF THE LOCAL APPROVAL 16.b. UNDER NO CIRCUMSTANCES SHALL POTABLE WATER LINES BE WITHIN 10' OF SEWER STRUCTURES UNDER THE JURISDICTION OF AUTHORITY AND THE OWNER'S INSURANCE CARRIER. THE DEPARTMENT OF LABOR & INDUSTRY (DLI). SEWER STRUCTURES WITHIN 10' OF POTABLE WATER LINES THAT ARE NOT UNDER 10. PROVIDE ALL WATER AND FIRE LINES WITH A MINIMUM DEPTH OF COVER OF 8.0 FEET. THE JURISDICTION OF DLI SHALL BE CONSTRUCTED TO ENSURE WATER TIGHTNESS MEETING MINNESOTA DEPARTMENT OF HEALTH 11. HYDRANTS PLACED WHERE THE GROUNDWATER TABLE IS ABOVE THE DRAIN HOLE OUTLET SHALL HAVE THE DRAIN HOLE PLUGGED AND STANDARDS. FRONT PUMPED. NOZZLE PAINTED WATER BLUE. 17. MINIMUM 6 -INCH VERTICAL SEPARATION REQUIRED AT ALL UTILITY CROSSINGS. POTABLE WATER LINES SHALL BE MINIMUM 18" ABOVE OR 12. ALL POTABLE WATER PIPES, FITTINGS AND FIXTURES SHALL MEET THE 'REDUCTION OF LEAD IN DRINKING WATER ACT' WHICH 18" BELOW SEWER LINES AT CROSSINGS. WHERE POTABLE WATER IS LOCATED BELOW OR LESS THAN 18" ABOVE SEWER LINES, SEWER ESTABLISHES A MAXIMUM LEAD CONTENT OF 0.25 PERCENT BY WEIGHTED AVERAGE OF THE WETTED SURFACES. HYDRANTS AND WATER PIPES SHALL BE A MATERIAL APPROVED FOR WATER DISTRIBUTION PER TABLE 604.1 OF CHAPTER 6 IN THE 2016 MINNESOTA PLUMBING DISTRIBUTION GATE VALVES 2 INCHES IN DIAMETER OR GREATER ARE EXEMPT. CODE. 13. SEE 3/C502 AND 4/C502 FOR PIPE BEDDING DETAILS. 18. CONTRACTOR SHALL IDENTIFY, FIELD VERIFY AND COORDINATE ALL EXISTING AND PROPOSED UTILITY CROSSINGS IN THE FIELD. REPORT 14. THE CONTRACTOR SHALL ADJUST TO GRADE ALL WATER AND GAS VALVE BOXES AND MANHOLES THAT FALL WITHIN THE LIMITS OF THIS CONFLICTS REQUIRING REDESIGN TO THE ENGINEER OF RECORD. CONTRACT. THE CONTRACTOR SHALL KEEP ALL SAID WATER, GAS AND EXISTING SEWERS AND THEIR APPURTENANCES FREE OF DEBRIS 19. REFER TO ELECTRICAL AND MECHANICAL PLANS FOR CONNECTIONS AT BUILDING FOR GAS, POWER AND COMMUNICATIONS. AND OPERABLE AT ALL TIMES DURING CONSTRUCTION. CONTRACTOR TO COORDINATE SERVICES WITH LOCAL UTILITY PROVIDERS. 15. REFER TO MECHANICAL PLANS FOR CONTINUATION OF UTILITIES INTO THE BUILDING. 20. PROVIDE FIRE DEPARTMENT CONNECTION (FDC) ON ADDRESS SIDE OF BUILDING. COORDINATE ARCHITECTURAL PLANS. 16. 10 -FOOT HORIZONTAL SEPARATION REQUIRED BETWEEN SEWER LINES AND/OR STRUCTURES AND POTABLE WATER LINES. 21. REFER TO SITE ELECTRICAL PLANS FOR NETWORK CONDUIT LOCATIONS. 16.a. WHERE THIS PROVISION CANNOT BE MET BETWEEN SEWER LINES AND POTABLE WATER LINES, SEWER PIPES SHALL BE A MATERIAL 22. TRACER WIRE TO BE INSTALLED PER CITY ENGINEERS OF MINNESOTA (CEAM) STANDARD SPECIFICATIONS SECTION 2611. APPROVED FOR WATER DISTRIBUTION PER TABLE 604.1 OF CHAPTER 6 IN THE 2016 MINNESOTA PLUMBING CODE. Not for Construction © 2020 COPYRIGHT OERTEL ARCHITECTS ALL RIGHTS RESERVED. CLIENT: r Monticello lot OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: wsb NOTES: Not for ConstruCt'O n w Q z U w O 0 J J W C) C/) Z O� Op LL OU } J � m Ua 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. SIGNATURE: VICKI VANDELL i� 77iTiTi� LICENSE # DATE SHEET NAME: WATER & SEWER PLAN REVISIONS: No. Date Description 022411-000 11/10/2023 PROJECT NUMBER DATE MSG VJV DRAWN BY SHEET NO: CHECKED BY CLIENT: Not for Construction Not for Construction CITY OF Mon 1 tceo NOTE: THIS DRAWING IS TYPICAL FOR ALL FLARED END SECTIONS 24 OR LARGER C CASTING ADJUSTING RINGS SHEET PILING AS SHOWN SHALL BE CONSIDERED INCIDENTAL TO FLARED END. 4" MIN - 12" MAX � D � A D A NUTS AND BOLTS ON TRASH GUARD MUST REMAIN EXPOSED. STANDARD FRAME & COVER INSTALL INFRA SHIELD 35 1/4 43" 35-1/4" 43" (OR APPROVED EQUAL) ROADWAY SURFACE EXTERNAL CHIMNEY SEAL SEE MOOT STANDARD PLATE 4020 CURB INLET FRAME AND CURB Box O O FOR COVER REQUIREMENTS NEENAH N0. R -3067-V ••:;:?:;:? �:;:? WALL CONSTRUCTION SHALL BE CLASS II PRECAST PIPE, EXCEPT 48" DIA MAY BE ASTM C 478 CONCRETE PIPE. SEE MnDOT STANDARD TEL Z z 8" CAST -IN-PLACE PLATE 3000 (NO TONGUE OR GROOVE AT TOP :r 12" 4000 PSI CONCRETE ARCHITECTS LTD. 2 © CONCRETE OR BOTTOM OF THIS SECTION). CAST -IN-PLACE PLAN o U �`+ 4' TO 10' CONCRETE OR MASONRY CONSTRUCTION �) (BRICK OR BLOCK) ALLOWED ONLY IF APPROVED PLAN N BY ENGINEER CASTING TO BE SET 0.10' T_ 6" MAX 1795 Saint Clair Avenue St. Paul, Minnesota 55105 w U BELOW GUTTER ELEVATION phone: (651) 696-5186 www.oertelarchitects.com CONCRETE DOGHOUSE REQUIRED ON 4" CONCRETE COLLAR ALL STORM SEWER CASTING ELEVATIONS TIE LAST 3 OUTSIDE AND INSIDE OF STRUCTURE SHOWN ON THE PLANS HAVE BEEN INSTALL INFRA SHIELD CURB INLET FRAME AND CURB BOX JOINTS ON F� I INSTALL INFRA SHIELD zo AND PIPE CONNECTION (OR APPROVED EQUAL) DEPRESSED 0.E BELOW GUTTER (OR APPROVED EQUAL) STANDARD CASTING -NEENAH R -3067-V INLET AND (n,P) CONSULTANT: EXTERNAL CHIMNEY SEAL ELEVATION (SEE DETAIL 5003) EXTERNAL CHIMNEY SEAL OUTLET AN 1 1/4 "HOLES USE (3) N BOLTS AND TIE TO CONCRETE ABUTMENT cD ADJUSTING RINGS LU ADJUSTING RINGS 4" MIN - 12" MAX = y 4" MIN - 12" MAX ENCASE WITH CONCRETE MANHOLE COVER TO BE 48" DIA TRANSVERSE & LONGITUDINAL BARS 5/8" TIE FOR PIPES 12" TO 27" PLAN } U ENCASE IN CONCRETE 6" COLLAR CRETEX TYPE II WITH 24"x 36" 5/8 " FOR 18" TO 27" APRONS 3/4" TIE FOR PIPES 30" TO 66" ¢o Of COLLAR USE CONCRETE 1 TIE FOR PIPES OVER 30" m CURB MIX FOR COLLAR 6" OPENING 3/4 FOR 30" &LARGER APRONS. ' • 24" FINISH �GRADE *15 24" 9" 4000 PSI CONCRETE STRUCTURE 31" :': (3) 1 1/4 HOLES USE (3) 1" BOL .', l 2» CONCRETE DOGHOUSE REQUIRED 6» AND TIE TO CONCRETE ABUTMENT #4 REBAR EACH FACE 8" POURED CONCRETE BASE, FOR ALTERNATE PRECAST CONCRETE 2" ON OUTSIDE AND INSIDE OF STRUCTURE ;,: (n AND PIPE CONNECTION BASE. SEE MnDOT STANDARD PLATE 4011 (MODIFY DIAMETER AND Wsb 3'- 6" W *48 " TYP ANCHOR TOP 2" RAISED AREA TO FIT REQUIRED DIAMETER. 5" 34" &BOTH ENDS 4" MIN. o *DIMENSION VARIES NOTE: BASED ON STRUCTURE 2'- 0" • • :... DIAMETER 1. ALL TRASH GUARDS SHALL BE GALVANIZED AFTER FABRICATION .':i'„,. (TYP) • PER MNDOT SPEC. 3392 & 3394. RCPPIPE E DIAMETER REQ 2. APPLIES TO FLARED END SECTIONS 12" OR LARGER. a 1 REFER TO STANDARD PLANS FOR HEIGHT AND NOTES: 'a O S' 0 4" MIN. 3. ALL NUTS AND BOLT ATTACHING TRASH GUARD TO THE FLARED REQUIRED. END SECTION SHALL BE LEFT EXPOSED SHEET PILING INTERLOCK :::.• #4 REBAR EACH FACE ° Q2 MANHOLE STEPS SHALL BE CAST IRON OR MA MODEL PS -I -PF t0 GAUGE MINIMUM (BY MA INDUSTRIAL INC.) CONFORMING TO ALL OSHA REGULATIONS CONCRETE CATCH BASIN MANHOLENOTES: 00 4" CONCRETE COLLAR AND SPACED 16" OC. AND BASE TO BE CRETEX TYPE 433B OR APPROVED EQUAL NOTES: SECTION A -A Q 1. BASE TO BE GROUTED TO FORM A SMOOTH 3 MINIMUM STEEL REINFORCEMENT INVERT TO OUTLET. - 0 - r Not 2. PIPE CUT-OUTS TO BE LOCATED WHERE4 EQUIVALENT STEEL AREA IN WIRE MESH ANHOLE POUR A 3" TO 4" CONCRETE COLLAR SECTION .'•.•:••.. .�•�.•.•��.`.�rO MANHOLE ; AROUND RINGS EXTENDING FROM THE RQURED. • ••; OUTSIDEWIDTH OF END �O/ MAY BE USED OR PLASTERED OR CASTING TO THE PRECAST SECTION ( SECTION PLUS 4'- 0" CATCH EXTERIOR CATCH { PROVIDE OPENING WHEN POURING Cons, • © GENERAL DIMENSIONS FOR CONCRETE APPLY BASIN CONCRETE TO AT TRASH GUARD UC �0 BASIN TO BRICK AND CONCRETE MASONRY UNIT DIA DIA CATCH BASINS LOCATED IN DRIVEWAYS SHALL BE TYPE MnDOT DESIGN H. THE CATCH BASIN MANHOLES REQUIRED IN GREEN SPACES SHALL BE CONSTRUCTED OF ELEVATION CONSTRUCTION ALSO, EXCEPT AS NOTED. " CASTING SHALL BE NEENAH R -3508-A2. PRECAST CONCRETE ONLY IN ACCORDANCE WITH Mn/DOT STANDARD PLATE 4006L. SEWER BRICK (MnDOT SPEC 3616) BLOCK THE CASTING SHALL BE NEENAH R-4342. ® 12" MINIMUM FOR PRECAST, 3 BRICKS OR MASONRY CONSTRUCTION CATCH BASIN MANHOLES LOCATED IN DRIVEWAYS SHALL BE CONSTRUCTED WITH AN 1 BLOCK MINIMUM FOR MASONRY CONSTUCTION ECCENTRIC TOP SLAB WITH A 27" ROUND OPENING. THE CASTING SHALL BE NEENAH R -3508-A2. © REINFORCEMENT AS PER MnDOT SPEC 3301, GRADE 60. Title: Title: Title: Title: Standard Manhole for Standard Catch Basin Title: Trash Guard for Piling for Flared Standard Plate Library Storm Sewer Standard Plate Library Catch Basin Standard Plate Library Manhole Standard Plate Library Standard Plate Library End Section End Section Cit of Monticello Date: Plate Na. City of Monticello Date: Plate No. City of Monticello Date: Plate No. City of Monticello Date: Plate No. Cit of Monticello Date: Plate No. y 03-05 03-05 4001 03-05 4002 03-05 4003 y o3-05 �__ - 4008 Revised: 0 3 -17 Revised: 03-17 Revised: 03-17 Revised: 4 0 0 7 -� Revised: 03-17 03-15 z a 0 -� SAME SLOPE AS ROADWAY � a •, qq�� e cb0 o w 9 o�°C a w 12" g 0 0° m I w O o N �` 3/4 /PER FT 3" w o LU HORIZONTAL " )V_0 �J0 o og a 0 1/2 » R CONCRETE CURB OOo0 0� z a o� Q . is 1/2 " R 3.� AND GUTTER CONTRACTION JOINTS I o o a cD 1 - K -a 3" (FORMS MAY BE TILTED) M o�° off°°o ' W a Q o oW 7, REVERSE SLOPE GUTTER SECTION �> Z m z z J Ouo ° CL W o O v ¢B DIVIDER PLATE 3"R w `off ob°o (� Fr w W =� 2'- 0" 6 1/2 Q N QOo° oQOo° m V) I-� L 1 W N W LU o° N X �� MODIFIED DESIGN "D" SLOPE o.os Fr/Fr"R 3� s" 13 1/2 " JOINTS SION ' 0 o w �w 5'- 0" (TYPICAL) SLOPE OR 1 EXPANSION N �, =W JOINTS �1N 6' W z w FORN B6R 8 CUA BE & GUTTER E B R d. ;:>;::: E o � W �° -• - � o , A 2% MAXIMUM ROP N N - Z 6 CROSS SLOPE P D D s D 0 W M 2" MIN J a a 2 m D- IL � 40 o o_ w Y m x d Z w a a O Zz ¢ ao O / e . e d d a a d < d S Q a . 52 d d LINE 7MNDOT nNW HORIZONTALn o' d d D D e D s D s' 18" d' J J c a ©SLOPE 0.06 FT/FT NORMAL, UNLESS / STANDARD PLATE N0. 7100 H OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 ' M CONCRETE TO BE 3" m� j GUTTER SLOPE IS PERMITTED, THE FORM CONCRETE - 0.0474 CU YDS / LIN FT (6612) EXPANSIONL EXPANSION MAY BE TILTED B612 CONCRETE CURB & GUTTER CONCRETE - 21.1 FT CU. YDS. 8612 POURED INTEGRALLY A JOINTS 6',.•"••'•. J OI NTS MODIFIED DESIGN "D" CURB & 8618 v U WITH CURB 6 n M O) n(010(000 O,Q 00p 0 W o V ~ w� M(o O 000, N 00(00, OD N700 Q r a r 0 iv o U, GUTTER (TYPICAL, SEE ABOVE) w w W J]�(y N 1.i 46606 C H 1n 6 4016 - W J] N 4(o 06 G Ii 6.61n 46601 6 O >iD �0 i-io ��NNMM >1n min ��NMMM�LL7 PSN o Y DIVIDER PLATE 3"R 0 o W 6" 1 /2 " c� II Z II U U 12" GRANULAR BORROW OR 6" CLASS 5 0 O Z O p 1 Uo =O �a(oroaNONlOaoaoloroN 0000 N Uo _gg �aoNo(oma(orym(oamoo 5, o" 3"R 13 1/23 " PLAN 4" OR 6" CONCRETE WALK om U (6�a* Cq S U riaK) - - - � "NNO( SLOPE 0.06 FT/FT OR w SLOPE 3/4"/Fr BOULEVARD WIDTH VARIES(AVERAGE 8') U) J Q x IL v MI�N000 O N N n M N�00f NOf 7� t0 f0 rno o rno a ao > > J rn w �J �NNM�10 OD 'SIM tC J 1V 1M� 000i� •tC 1C •tCQ O � � n 7 0, O, W W W � � 7 N N - N N N M w I� p � N N D w D w U U z 2" MIN > zz > zz� �a �a 5' O 2 7" - - Y o" 6618 CONCRETE � w U C C ImsY Z 0 II II - �C Q li A CURB AND GUTTER 0 0 0 0 0 O U O U 0 S S W D e D e U U ba O,M01N��n(Oa aOCO Q0, 00Na00 nOf �NOD�iOM f O z F� N Or K.ajd NKb�vi (c OG Oi H](CO M n N K" •v (n �Wd * 0011M 1G O, KM nm N N O, fM O, v1 z ..� VARIgB LL p- U �NNNMM�10 Lv 0- U �NNMIOIOKOI�m a HORIZONTAL - ' „LE �/ Q O Q X � Z p Q LINE / �$ 8 /4 PER /MI N 4 O o / MNDOT 7" MIN. 7" 3/ w D .. M -o a STANDARD PLATE N0. 7100 H � �w � D SLOPE 0.06 FT FT NORMAL, UNLESS _ � .° J © FT/ FT 7" 2 0 2 0 I- OTHERWISE SPECIFIED. IFA DIFFERENT SPECIFICATION REFERENCE 2531 M Q C w� w� ��00M0,���000� W TON 100m OD O,�i000MT10N 010 tON o 0 o ao MATCH MODIFIED DESIGN "D" i0 i0 � I- � � SIDEWALK DIMENSIONS D_ z o - sa CONCRETE 0.0582 CU YDS LIN FT B Q GUTTER SLOPE IS PERMITTED THE FORM C C J J ( ) ' (O ' (CI / .-NNMi�iO aO Oi�KM � 'N .-N�iO 000i�(G� .a 'w 0"-� O 'w 0 N GIS n n w cD CURB & UTTER TYPICAL N N � N N N M M G O w - D Ti U U - MAY BE TILTED - - 33 - 33 CONCRETE 17.2 Fi CU.YDS. 8618 - � 6618 CONCRETE CURB &GUTTER / ( ) W 1n n cD Q 1n n cD z 0 12" u� 0 0 W WIDTH VARIES _ Uo = Uo = p Wm 13� °" 6618 3/4 "/PER FT 5' MIN. WIDTH 6' U �I= ��rn(OmaoTMOtOaoao00�0 0 in >(000�0/0iDa0Ma 00MM� a� (7.07AL) W a- U N N M Q i0 0) f0 KM tC O N N M Q d U KM �[i 00 Ni 1CI O/ N M (O n �?i 3» 1 Q» V DEPTH - 6" FOR NEW DEVELOPMENTS ~a 1/2 " R 1/2 " R - *4" MINIMUM FOR EXISTING AREAS, 6" AT DRIVEWAYS AND CROSSWALKS 3" g;1 SECTION B -B SECTION A -A GRANULAR BORROW DEPTH - 12" GRANULAR BORROW OR 6" CLASS 5 7 o L a z W Z Z W z NOTE: 7» 1Q" CONTRACTION JOINTS - 6' INTERVALS �]d z���NNNMM��Ia (00 (ODnro00i a]d 04 C11 0(00 r 00�1NVM� HORIZONTAL o a o a STORM SEWER TOP OF CASTING ELEVATION SHOWN ON THE PLANS _ _ _ _ _ _ _ EXPANSION JOINTS - 60' INTERVALS (APPROX.) O O INCLUDES A 0.10' DEPRESSION FROM THE PROPOSED GUTTER LINE GRADE. THE CONCRETE CURB SHOULD BE TRANSITIONED FROM THE*MATCH EXISTING DEPTH, 4" MINIMUM EROHOSEDE GUTTER GRADE THE CENTERTO THE CASTING OF THE CASTING ELEVATION 5 FEET ON 2'- °" INSTALL PEDESTRIAN CURB RAMPS AT ROADWAY INTERSECTIONS MODIFIED DESIGN "D" CURB & GUTTER Title: Title: Title: Title: Title: •LL Standard Plate Library Riprap Detail Concrete Curb & Gutter Concrete Curb & Gutter Commercial Driveway Standard Plate Library Typical Sidewalk gj O U �2 y Standard Plate Library at Catch Basin Standard Plate Library for Streets Standard Plate Library Entrance �2 y z J City of Monticello Date: Plate No. City of Monticello Date: 03-05 Plate No. City of Monticello Date: Plate No. City of Monticello Date: Plate No. City of Monticello Date: Plate No. 03-05 w 4009 03-05 5004 03-05 5005 03-05 5008 Revised: Revised: 4009 Revised: Revised: Revised: 03-17 5012 03-15 03-15 03-15 U I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY Gravel pad(s) MnDOT Class CA -15 NOTES: DIRECT SUPERVISION AND THAT I AM A DULY or CA -25 Riprap Bedding LICENSED PROFESSIONAL ENGINEER UNDER THE Original 10 1. NO STRUCTURE SHALL BE ORDERED UNTIL ENGINEER APPROVES SHOP DRAWINGS. LAWS OF THE STATE OF MINNESOTA. Geotextile fabric grade � � o • • •11 2. USE 72" MANHOLE IF THE DISTANCE BETWEEN HOLES IS LESS THAN 1/2 OF SMALLEST PIPE OUTSIDE DIAMETER. � 00" 1 3. CONTRACTOR IS RESPONSIBLE FOR CLEANING POND OUTLET SKIMMER PRIOR TO FINAL ACCEPTANCE. SECTION B -B EXISTING CURB 3.3' 1 .611 3.3' L20� • • 4. PLACE GEOTEXTILE BLANKET UNDER ALL RIPRAP. SIGNATURE: VICKI VANDELL O O (not to scale) O O O O OVERFLOW IS Y2 of 3.3' 11 • • 3.3' Ribbed or Corrugated steel plates THE CURB BOX HEIGHT 0 0 0 0 0 0 •• •• o 0 0000 HOT -DIPPED GALVANIZED OOOOO 0.7 STAPLESPERSQ.YD. 1.15 STAPLES PER SQ. YD. 3.75 STAPLES PER SQ. YD. GRATE IN TWO SEC'TION`S O O O O Original 0000 LICENSE # DATE O O Geotextile fabric SECTION A -A grade 4:1 SLOPES 3:1 SLOPES HIGH SHORELIOW CHANNEL E NEL& 5' MIN. (not to scale) SHEET NAME: PLAN NOTES: Channelize runoff to sediment Sediment Trapping Device ROAD DRAIN CG -23* HIGH FLOW 2' 2" MIN. pp g INLET NLET PROTECTION CURB AND GUTTER MODEL DEFLECTOR PLATE trapping device OR CITY APPROVED EQUAL. OVERFLOW IS Y2 OF 5' DETAILS 2 STEEL CHANNEL POSTS MINIMUM AT THE CURB BOX HEIGHT PROVIDE 4-1/2" SS \\\ENDS �� //� ^ ^ ^ -, FILTEROOVERFLOW AT LOP OF 4 MINIMUM ANCHOR BOLTS 1/8" BARS -3" O.C. \ `\ 38 ^^ ^ O CLASSI3 RIP RAP C YARDS WITH CLIPS APPROX. 2' 8" �C URB ELEV.=HWL + 9" ELEV. = 955 12' L I 9' REVISIONS: o •� / U I 3A O a. J/ J 955 TOP OF No. Date Description Ribbed or Corrugated steel plates p 9 WEIR WALL W" A A ASTM C-478 0 I 2 PRECAST REINFORCED WALL CONSTRUCTION SHALL R B 0 BE CLASS II PRECAST PIPE, CONCRETE SECTION aSTANDARD TANDARD PLATE / o 0 . Q 0 E NO. 3000E 0 0 E Q / o 0 U 0 I v 952 10" ORIFICE 3" N . Q o M NOTES: .� O / v v o FILTER ASSEMBLY 15" RCP 15" RCP DEAD END ROADWAY SIGNS SHALL BE X4-11 WITH THE 0.8 C)' o 0 0 DIAMETER, OUTLET INV. = 951 N FOLLOWING COLORS: / o INLET PIPE / o 0 6" ON -GRADE 1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER AND SEED. PIPE OD REFLECTORS -RED (DIAMOND GRADE) 03" BACKGROUND - RED coLLJ 10" AT LOW POINT N 0.8 / O p- 2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET INA 6" (150m) DEEP X 6"(15m) W IDE TRENCH1' SUMP MEDIAN SIGNS SHALL BE X4-2 WITH THE FOLLOWING COLORS: Q /v v WITH APPROXIMATELY I2-(30cm)OF BLANKET EXTENDED BEYOND THE UPSLOPEPORTION OFTHE TRENCH. ANCHOR THE IN . = 951 ." N REFLECTORS - YELLOW DIAMOND GRADE O 0 3" BLANKET WDHAROW OF 3TAPLE3I3TAKE3 APPROXIMATELY 12"(30cm)APART IN THE BOTTOM OF THE TRENCH. a ( ) 0 O HIGH -FLOW FABRIC BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (300.) BACKGROUND - BLACK OR YELLOW / p PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF O OB C / � * FOR THE NEW R -3290 -VB STANDARD STAPLES/STAKES SPACED APPROXIMATELY I2"(30-) APART ACROSS THE WIDTH OF THE BLANKET. $„ < • "B" ` STEEL CHANNEL POSTS SHALL WIGH 3L6./FT. AS REQUIRED. 0 z / B CASTING, INSTALL WIMCO ROAD DRAIN ALL DOGHOUSES SHALL MONOLITHIC BOTTOM 3" � / '� 3. ROLL THE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. BLANKETS WILL UNROLL WITH APPROPRIATE SIDE POSTS SHALL BE PUNCHED ON 1" CC AND GALVANIZED. t� 24' min. CG -3290 OR CITY APPROVED EQUAL. AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES BE GROUTED ON INSIDE I) POSTS SHALL BE OF THE 4 -RIB DESIGN.//ZINC1o.e i Slope APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING OPTIONAL DOT SYSTEM, STAPLESISTAKES Sloe awayfrom SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN. AND OUTSIDE. ALL CL -5 AGGREGATE HARDWARE SHALL BE GRADE 5 MINIMUM AND BE GALVANIZED fie` 3" LLJ / highway 4. THE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY T -W (5cm-12.5cm) OVERLAP DEPENDING GROUTING SHALL BE WITH AS DIRECTED J OR CADMIUM PLATED. ON BLANKET TWE. TO ENSURE PROPER SEAM ALIGNMENT, PLACE THE EDGE OF THE OVERLAPPING BLANKET (BLANKET BEING NON -SHRINKING CEMENT. BY CITY ENGINEER L~ 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 APPROXIMATEI . D. O.D. W e 022411-000 11/10/2023 3' (7.5cm) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30cm) APART ACROSS ENTIRE 50' min. BLANKET WIDTH. 48" 58" 5" 6" X 64" PROJECT NUMBER DATE C) Match or Right of Way NATE: 60" 72" 8" X 78" q Existing IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6' (15m) MAY BE NECESSARY TO 79" 86" 7" 8" X 92" PLAN PROPERLY SECURE THE BLANKETS. ,I -Grade * MNDOT STANDARD PLATE NO. 3000L MSG VJV N No Title: TitlTitl"" MNDOT STANDARD PLATE NO. 4011E Title: e: e: DRAWN BY CHECKED BY Permanent Barricade Commercial Gravel Inlet Protection Erosion Control Blanket Standard Plate Library & Hazard Markers Standard Plate LibraryStandard Plate Library Standard Plate Library Construction Entrance y Catch Bann Insert �� y Stapling Patterns &Installation SHEET No: Cit of Monticello Date: Plate No. Cit of Monticello Date: Plate No. Cit of Monticello Dote: Plate Na. POND OUTLET SKIMMER O City 03-05 City of Monticello Date: 06-14 Plate No. y 03-07 y 03-08 0 Revised: 03-15 5 018 Revised: 6 0 0 2 Revised: 03 -15 6 0 0 4 Revised: 03 -15 6011 oNo 03-15 Coal Y Not for Construction © 2020 COPYRIGHT OERTEL ARCHITECTS ALL RIGHTS RESERVED. Not for Construction SILT FENCE RECOMMENDED TOE -IN METHOD WOOD FENCE POSTS (MAX. 8' SPACING) WOVEN WIRE SUPPORT (IF USED) TRENCH (BACKFILLED) NOTES: 1. WOOD POSTS WHICH SUPPORT THE SILT FENCE SHALL BE INSTALLED ON A SLIGHT ANGLE TOWARD THE ANTICIPATED RUNOFF SOURCE. 2. SILT FENCE SHALL BE TRENCHED IN WITH A SPADE OR MECHANICAL TRENCHER SO THAT THE DOWNSLOPE FACE OF THE TRENCH IS FLAT AND PERPENDICULAR TO THE LINE OF FLOW. 3. THE TRENCH SHOULD BE A MINIMUM OF 6" DEEP AND 3"-4" WIDE TO ALLOW FOR THE SILT FENCE TO BE PLACED IN THE GROUND AND BACKFILLED. 4. SILT FENCE SHOULD BE SECURELY FASTENED TO EACH WOOD SUPPORT POST OR TO WOVEN WIRE WHICH IS IN TURN ATTACHED TO THE WOOD FENCE POSTS. 5. INSPECTION SHALL BE FREQUENT AND REPAIR OR REPLACEMENT SHALL BE MADE PROMPTLY AS NEEDED. 6. SILT FENCE SHALL BE REMOVED WHEN IT HAS SERVED ITS USEFULNESS SO AS NOT TO BLOCK OF IMPEDE STORM FLOW OR DRAINAGE. 7. SEDIMENT TRAPPED BY THIS PRACTICE SHALL BE UNIFORMLY DISTRIBUTED ON THE SOURCE AREA PRIOR TO TOPSOILING. SILT FENCE SCALE: NO SCALE LINE OF TRENCH 12" MI 4" MIN. (D=4"-24") �D� 6" MIN. (D>24") f�W�l FINAL BACKFILL SEE SPECIFICATIONS FOR BACKFILL AND COMPACTION REQUIREMENTS INITIAL BACKFILL HAUNCHING BEDDING m© m® � � � � LTER FABRIC 00 000 °� o° °�oo (MIRAFI140N) NOTES: 1. WHERE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH A FOUNDATION OF CLASS I OR II MATERIAL AS DEFINED IN ASTM D2321, LATEST EDITION 2. HAUNCHING AND INITIAL BACKFILL SHALL BE CLASS I, II OR III AND INSTALLED AS REQUIRED IN ASTM D2321, LATEST EDITION. 3. MINIMUM COVER = 12" TO FINISH GRADE SURFACE MOUND AND COMPACT TO 48" COVER DURING CONSTRUCTION �PVCMDPE PIPE BEDDING SCALE: NO SCALE 0 N 00 M N 0 N O r r i� 3 J H w 0 0 0 0 Nt N N CD C c� CL ca U CD CD 0 Not for Construction CDY NOTES: 1. DETAIL IS PROVIDED TO SUMMARIZE MINIMUM REQUIREMENTS FOR THE WALL AND IS NOT INTENDED TO EXCLUDE OTHER WALL BLOCK MANUFACTURERS. CONTRACTOR SHALL PROVIDE STRUCTURALLY ENGINEERED AND SIGNED DRAWINGS FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. WSB MAKES NO ASSURANCES REGARDING THE ADEQUACY OF SAID DESIGN OR OF THE CONDITIONS WHICH MAY AFFECT WALL PERFORMANCE. SUBMIT COLOR SAMPLES FOR APPROVAL BY ARCHITECT. MIN. 1/4" SETBACK PER COURSE FINISH GRADE CAP UNIT. MECH. FASTEN TOP SOIL W/CONST. ADHESIVE -\ „ 3'-0" u 3/8" TO 3/4" CRUSHED STONE CORE FILL (FREE DRAINING) POURED IN PLACE CONC. LEVELING /,/ 2'-011 PAD OR AGGREGATE BASE. SEGMENTAL BLOCK RETAINING WALL SECTION SCALE: NO SCALE GRAVEL SURFACE PIPE SIZE VARIES SEE PLAN 1/2" EXPANSION - \ JOINT ° 4 Q ° ° d d _ ° 4 °d 4 ° \ ` 24" x 24" SLAB I° OPENING FOR M On 1 ° CASTING ��� 1 ��� d 11 II °61 p d MOOME ° d d ° ° \ ° dd / d 1/ °/4 a ° d d / 2', 4 4 14 ° ° 4 ° 4 a 1 ° 1 ° d ° PLAN VIEW 2 0.25' ° n 4 I-IIIIII-III- '� ° I II II I '''-I 11, ; 11 l li � 11 1 1 1 1=III BACKFILL WITH-� ENGINEERED FILL BACKFILL WITH _ CLEAN AGGREGATE 6' 2' 4 a a - RIM ELEV ON PLAN INLET AT DEPRESSION A 11 ----J1 -- SECTION A -A CONCRETE COLLAR AT AREA DRAIN SCALE: NO SCALE III III III,I' ��IIII TRENCH BACKFILL ENGINEERED FILL: SEE SPECIFICATIONS FOR MATERIAL AND COMPACTION REQUIREMENTS 12" M I HAUNCHING AND INITIAL BACKFILL: ENGINEERED FILL 1" MAX. PARTICLE DIA. BEDDING MATERIAL t D MIDDLE BEDDING Do/6 Do/3 PLACED LOOSELY 12"M I N CONSTRUCTION SEQUENCE: 1. PLACE BEDDING MATERIAL. DO NOT COMPACT UNDER PIPE INVERT. (Do/3) 2. COMPACT OUTER BEDDING 3. INSTALL PIPE TO LINE AND GRADE 4. PLACE AND COMPACT THE HAUNCH AREA TO SPRINGLINE 5. COMPLETE BACKFILL TO SPECIFICATIONS. Not for Construction NOTES: 1. BEDDING THICKNESS t=Do/24, BUT NOT LESS THAN 3" IN ROCK t=Do/12, BUT NOT LESS THAN 6" 2. ALL PIPE SHALL BE PROTECTED DURING CONSTRUCTION BY THREE FEET OF COVER. APPROACH RAMPS SHALL NOT EXCEED ONE FOOT IN SIX FEET. 3. IF UNSTABLE TRENCH BOTTOM SUBGRADE CONDITIONS ARE ENCOUNTERED, ADDITIONAL CRUSHED ROCK FOR BEDDING AND EXTENT SHALL BE AS DIRECTED BY THE GEOTECHNICAL ENGINEER. (THE COST, MEASUREMENT, AND PAYMENT FOR ADDITIONAL CRUSHED ROCK FOR UNSTABLE TRENCH BOTTOM SUBGRADE PIPE BEDDING CONDITIONS SHALL BE PAID FOR PER SECTION 1 OF THE CONTRACT SPECIFICATIONS.) 4. TRENCH SHALL BE BRACED, SHEETED OR SLOPED AS NECESSARY FOR THE SAFETY OF WORKMEN AND PROTECTION OF OTHER UTILITIES IN ACCORDANCE WITH APPLICABLE LOCAL, STATE AND FEDERAL REGULATIONS. CONCRETE/DUCTILE IRON PIPE BEDDING SCALE: NO SCALE 1" PVC ANTI -SIPHON PIPE ADAPTER 25.00" R12.00 R10.00 6.50" F07 20.00" 24.00" FRONT REMOVABLE WATERTIGHT 022.00" ACCESS PORT, 6" OPENING 018.00" X 3" 27" 14.18" SIDE -1 II I I PLAN U.S. PATENT #6126817ADDITONAL PATENTS PENDING ETE BMP, INC. _ R DESIGNED TO FIT 53 MT. ARCHER ROAD, LYME, CT. 06371 48"-60" DIAM. (800) 504-8008 FAX (860)434-3195 STRUCTURES DESCRIPTION DATE SCALE -I I= RECOMMENDED SUMP DEPTH 2.5 TO 18R SNOUT 09/06/99 NONE I- 3X OUTLET PIPE I.D. OIL &DEBRIS STOP DRAWING NUMBER 18R r6_'CONCRETE COLLAR AT AREA DRAIN C502 SCALE: NO SCALE TYPICAL INSTALLATION CONFIGURATION DETAIL 1" PVC ANTI -SIPHON PIPE ADAPTER REMOVABLE WATERTIGHT ACCESS PORT, 6"-10" OPENIN ANTI -SIPHON DEVICE �� SNOUT ❑ OIL -DEBRIS HOOD OIL AND DEBRIS OUTLET INLET PIPE PIPE fl OUNTING FLANGE SEE NOTE" OUTLET PIPE (HIDDEN) SOLIDS SETTLE ON FRONT VIEW BOTTOM SIDE VIEW SNOUT OIL -WATER -DEBRIS SEPARATOR *NOTE- SUMP DEPTH OF 36" MIN. FOR UP TO 12" ID PIPE. OUTLET. FOR PIPES 15" ID AND ABOVE SUMP DEPTH OF 2.5 TO 3 TIMES PIPE ID RECOMMENDED (E.G. S DEEP for 24" PIPE) NOTES: INSTALLATION DETAIL 1. ALL HOODS AND TRAPS FOR CATCH BASINS AND WATER QUALITY STRUCTURES SHALL BE AS MANUFACTURED BY: BEST MANAGEMENT PRODUCTS, INC. 9 MATHEWS DRIVE, UNIT Al -A2. EAST HADDAM, CT 06423 TOLL FREE: (800) 504-8008 OR (888) 434-0277, FAX: (877) 434-3197 DETAIL B WEB SITE: www.bmpinc.com OR PRE -APPROVED EQUAL FOAM GASKET W/ PSA BACKINO- 2. ALL HOODS SHALL BE CONSTRUCTED OF A GLASS REINFORCED RESIN COMPOSITE WITH (TRIM TO LENGTH) ISO GEL COAT EXTERIOR FINISH WITH A MINIMUM 0.125" LAMINATE THICKNESS. MOUNTI ANCHOR W/ BOLT FLANGE 3. ALL HOODS SHALL BE EQUIPPED WITH A WATERTIGHT ACCESS PORT, A MOUNTING FLANGE, SEE DETAIL A) AND AN ANTI -SIPHON VENT PIPE AND ELBOW AS DRAWN. (SEE CONFIGURATION DETAIL) D INSTALLATION NOTE: 4. THE SIZE AND POSITION OF THE HOOD SHALL BE DETERMINED BY OUTLET PIPE SIZE AS POSITION HOOD SUCH THAT PER MANUFACTURER'S RECOMMENDATION (SNOUT SIZE ALWAYS LARGER THAN PIPE SIZE). BOTTOM FLANGE IS A T DISTANCE OF 1/2 OUTLET 5. THE BOTTOM OF THE HOOD SHALL EXTEND DOWNWARD A MINIMUM DISTANCE EQUAL TO 1/2 D PIPE DIAMETER (MINT 1/2 THE OUTLET PIPE DIAMETER WITH A MINIMUM DISTANCE OF 6" FOR PIPES <12" I.D. BELOW THE PIPE INVERT. GASKET MINUMUM DISTANCE FOR 6. THE ANTI -SIPHON VENT SHALL EXTEND ABOVE HOOD BY MINIMUM OF 3" AND A MAXIMUM OF COMPRESSED PIPES < 12" I.D. IS 6". 12" ACCORDING TO STRUCTURE CONFIGURATION. BETWEEN HOOD AND STRUCTURE DETAIL A 7. THE SURFACE OF THE STRUCTURE WHERE THE HOOD IS MOUNTED SHALL BE FINISHED (SEE DETAIL B) SMOOTH AND FREE OF LOOSE MATERIAL AND PIPE SHALL BE FINISHED FLUSH TO WALL. , 8. ALL STRUCTURE JOINTS SHALL BE WATERTIGHT. DRILLED ANCHOR HOLE SHIELD S AINLESS 9. THE HOOD SHALL BE SECURELY ATTACHED TO STRUCTURE WALL WITH J' STAINLESS BOLT STEEL BOLTS AND OIL -RESISTANT GASKET AS SUPPLIED BY MANUFACTURER. (SEE EXPANSION CONE INSTALLATION DETAIL) (NARROW END OUT) 10. INSTALLATION INSTRUCTIONS SHALL BE FURNISHED WITH MANUFACTURER SUPPLIED INSTALLATIONKIT. HOOD SPECIFICATION FOR INSTALLATION KIT SHALL INCLUDE: A. INSTALLATION INSTRUCTIONS CATCH BASINS AND B. PVC ANTI -SIPHON VENT PIPE AND ADAPTER C. OIL -RESISTANT CRUSHED CELL FOAM GASKET WITH PSA BACKING WATER QUALITY STRUCTURES D. 3/8" STAINLESS STEEL BOLTS E. ANCHOR SHIELDS DESCRIPTION DATE SCALE OIL DEBRIS HOOD 09/08/18 NONE US Patent # 6126817, 7951294, 7857966, 8512556 SPECIFICATION AND Canada Patent # 2285146, 2690156, 2690156 others pending INSTALLATION DRAWING NUMBER (TYPICAL) SP -SN 7 CONCRETE COLLAR AT AREA DRAIN Crj�2 f SCALE: NO SCALE Not for Construction © 2020 COPYRIGHT OERTEL ARCHITECTS ALL RIGHTS RESERVE CLIENT: onticeflo CITYOF M OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: wsb I NOTES: Not for Constr�ctio n 0 J W U U) Z 0 0 G � U L0- z >- M� ~ W U w U a_ 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. SIGNATURE: VICKI VANDELL 00000 LICENSE # DATE SHEET NAME: DETAILS REVISIONS: No. Date Description 022411-000 11/10/2023 PROJECT NUMBER DATE MSG VJV DRAWN BY CHECKED BY SHEET NO: C302 1. � � � � LTER FABRIC 00 000 °� o° °�oo (MIRAFI140N) a ° 0(:5 000 n Q °o°o9b°0 oO O \° /\\ � 0°o0° ° /Oo° 3/8" TO 3/4" CRUSHED STONE 94 �° BACKFILL (FREE DRAINING) n 00°� KEYSTONE 8"STG. UNIT OR APPROVED EQUAL v .� v aoo� (9)1/4" HIGH STRENGTH °°° FIBERGLASS PINS (2 PER UNIT) / ' II4 II ° u 3/8" TO 3/4" CRUSHED STONE CORE FILL (FREE DRAINING) POURED IN PLACE CONC. LEVELING /,/ 2'-011 PAD OR AGGREGATE BASE. SEGMENTAL BLOCK RETAINING WALL SECTION SCALE: NO SCALE GRAVEL SURFACE PIPE SIZE VARIES SEE PLAN 1/2" EXPANSION - \ JOINT ° 4 Q ° ° d d _ ° 4 °d 4 ° \ ` 24" x 24" SLAB I° OPENING FOR M On 1 ° CASTING ��� 1 ��� d 11 II °61 p d MOOME ° d d ° ° \ ° dd / d 1/ °/4 a ° d d / 2', 4 4 14 ° ° 4 ° 4 a 1 ° 1 ° d ° PLAN VIEW 2 0.25' ° n 4 I-IIIIII-III- '� ° I II II I '''-I 11, ; 11 l li � 11 1 1 1 1=III BACKFILL WITH-� ENGINEERED FILL BACKFILL WITH _ CLEAN AGGREGATE 6' 2' 4 a a - RIM ELEV ON PLAN INLET AT DEPRESSION A 11 ----J1 -- SECTION A -A CONCRETE COLLAR AT AREA DRAIN SCALE: NO SCALE III III III,I' ��IIII TRENCH BACKFILL ENGINEERED FILL: SEE SPECIFICATIONS FOR MATERIAL AND COMPACTION REQUIREMENTS 12" M I HAUNCHING AND INITIAL BACKFILL: ENGINEERED FILL 1" MAX. PARTICLE DIA. BEDDING MATERIAL t D MIDDLE BEDDING Do/6 Do/3 PLACED LOOSELY 12"M I N CONSTRUCTION SEQUENCE: 1. PLACE BEDDING MATERIAL. DO NOT COMPACT UNDER PIPE INVERT. (Do/3) 2. COMPACT OUTER BEDDING 3. INSTALL PIPE TO LINE AND GRADE 4. PLACE AND COMPACT THE HAUNCH AREA TO SPRINGLINE 5. COMPLETE BACKFILL TO SPECIFICATIONS. Not for Construction NOTES: 1. BEDDING THICKNESS t=Do/24, BUT NOT LESS THAN 3" IN ROCK t=Do/12, BUT NOT LESS THAN 6" 2. ALL PIPE SHALL BE PROTECTED DURING CONSTRUCTION BY THREE FEET OF COVER. APPROACH RAMPS SHALL NOT EXCEED ONE FOOT IN SIX FEET. 3. IF UNSTABLE TRENCH BOTTOM SUBGRADE CONDITIONS ARE ENCOUNTERED, ADDITIONAL CRUSHED ROCK FOR BEDDING AND EXTENT SHALL BE AS DIRECTED BY THE GEOTECHNICAL ENGINEER. (THE COST, MEASUREMENT, AND PAYMENT FOR ADDITIONAL CRUSHED ROCK FOR UNSTABLE TRENCH BOTTOM SUBGRADE PIPE BEDDING CONDITIONS SHALL BE PAID FOR PER SECTION 1 OF THE CONTRACT SPECIFICATIONS.) 4. TRENCH SHALL BE BRACED, SHEETED OR SLOPED AS NECESSARY FOR THE SAFETY OF WORKMEN AND PROTECTION OF OTHER UTILITIES IN ACCORDANCE WITH APPLICABLE LOCAL, STATE AND FEDERAL REGULATIONS. CONCRETE/DUCTILE IRON PIPE BEDDING SCALE: NO SCALE 1" PVC ANTI -SIPHON PIPE ADAPTER 25.00" R12.00 R10.00 6.50" F07 20.00" 24.00" FRONT REMOVABLE WATERTIGHT 022.00" ACCESS PORT, 6" OPENING 018.00" X 3" 27" 14.18" SIDE -1 II I I PLAN U.S. PATENT #6126817ADDITONAL PATENTS PENDING ETE BMP, INC. _ R DESIGNED TO FIT 53 MT. ARCHER ROAD, LYME, CT. 06371 48"-60" DIAM. (800) 504-8008 FAX (860)434-3195 STRUCTURES DESCRIPTION DATE SCALE -I I= RECOMMENDED SUMP DEPTH 2.5 TO 18R SNOUT 09/06/99 NONE I- 3X OUTLET PIPE I.D. OIL &DEBRIS STOP DRAWING NUMBER 18R r6_'CONCRETE COLLAR AT AREA DRAIN C502 SCALE: NO SCALE TYPICAL INSTALLATION CONFIGURATION DETAIL 1" PVC ANTI -SIPHON PIPE ADAPTER REMOVABLE WATERTIGHT ACCESS PORT, 6"-10" OPENIN ANTI -SIPHON DEVICE �� SNOUT ❑ OIL -DEBRIS HOOD OIL AND DEBRIS OUTLET INLET PIPE PIPE fl OUNTING FLANGE SEE NOTE" OUTLET PIPE (HIDDEN) SOLIDS SETTLE ON FRONT VIEW BOTTOM SIDE VIEW SNOUT OIL -WATER -DEBRIS SEPARATOR *NOTE- SUMP DEPTH OF 36" MIN. FOR UP TO 12" ID PIPE. OUTLET. FOR PIPES 15" ID AND ABOVE SUMP DEPTH OF 2.5 TO 3 TIMES PIPE ID RECOMMENDED (E.G. S DEEP for 24" PIPE) NOTES: INSTALLATION DETAIL 1. ALL HOODS AND TRAPS FOR CATCH BASINS AND WATER QUALITY STRUCTURES SHALL BE AS MANUFACTURED BY: BEST MANAGEMENT PRODUCTS, INC. 9 MATHEWS DRIVE, UNIT Al -A2. EAST HADDAM, CT 06423 TOLL FREE: (800) 504-8008 OR (888) 434-0277, FAX: (877) 434-3197 DETAIL B WEB SITE: www.bmpinc.com OR PRE -APPROVED EQUAL FOAM GASKET W/ PSA BACKINO- 2. ALL HOODS SHALL BE CONSTRUCTED OF A GLASS REINFORCED RESIN COMPOSITE WITH (TRIM TO LENGTH) ISO GEL COAT EXTERIOR FINISH WITH A MINIMUM 0.125" LAMINATE THICKNESS. MOUNTI ANCHOR W/ BOLT FLANGE 3. ALL HOODS SHALL BE EQUIPPED WITH A WATERTIGHT ACCESS PORT, A MOUNTING FLANGE, SEE DETAIL A) AND AN ANTI -SIPHON VENT PIPE AND ELBOW AS DRAWN. (SEE CONFIGURATION DETAIL) D INSTALLATION NOTE: 4. THE SIZE AND POSITION OF THE HOOD SHALL BE DETERMINED BY OUTLET PIPE SIZE AS POSITION HOOD SUCH THAT PER MANUFACTURER'S RECOMMENDATION (SNOUT SIZE ALWAYS LARGER THAN PIPE SIZE). BOTTOM FLANGE IS A T DISTANCE OF 1/2 OUTLET 5. THE BOTTOM OF THE HOOD SHALL EXTEND DOWNWARD A MINIMUM DISTANCE EQUAL TO 1/2 D PIPE DIAMETER (MINT 1/2 THE OUTLET PIPE DIAMETER WITH A MINIMUM DISTANCE OF 6" FOR PIPES <12" I.D. BELOW THE PIPE INVERT. GASKET MINUMUM DISTANCE FOR 6. THE ANTI -SIPHON VENT SHALL EXTEND ABOVE HOOD BY MINIMUM OF 3" AND A MAXIMUM OF COMPRESSED PIPES < 12" I.D. IS 6". 12" ACCORDING TO STRUCTURE CONFIGURATION. BETWEEN HOOD AND STRUCTURE DETAIL A 7. THE SURFACE OF THE STRUCTURE WHERE THE HOOD IS MOUNTED SHALL BE FINISHED (SEE DETAIL B) SMOOTH AND FREE OF LOOSE MATERIAL AND PIPE SHALL BE FINISHED FLUSH TO WALL. , 8. ALL STRUCTURE JOINTS SHALL BE WATERTIGHT. DRILLED ANCHOR HOLE SHIELD S AINLESS 9. THE HOOD SHALL BE SECURELY ATTACHED TO STRUCTURE WALL WITH J' STAINLESS BOLT STEEL BOLTS AND OIL -RESISTANT GASKET AS SUPPLIED BY MANUFACTURER. (SEE EXPANSION CONE INSTALLATION DETAIL) (NARROW END OUT) 10. INSTALLATION INSTRUCTIONS SHALL BE FURNISHED WITH MANUFACTURER SUPPLIED INSTALLATIONKIT. HOOD SPECIFICATION FOR INSTALLATION KIT SHALL INCLUDE: A. INSTALLATION INSTRUCTIONS CATCH BASINS AND B. PVC ANTI -SIPHON VENT PIPE AND ADAPTER C. OIL -RESISTANT CRUSHED CELL FOAM GASKET WITH PSA BACKING WATER QUALITY STRUCTURES D. 3/8" STAINLESS STEEL BOLTS E. ANCHOR SHIELDS DESCRIPTION DATE SCALE OIL DEBRIS HOOD 09/08/18 NONE US Patent # 6126817, 7951294, 7857966, 8512556 SPECIFICATION AND Canada Patent # 2285146, 2690156, 2690156 others pending INSTALLATION DRAWING NUMBER (TYPICAL) SP -SN 7 CONCRETE COLLAR AT AREA DRAIN Crj�2 f SCALE: NO SCALE Not for Construction © 2020 COPYRIGHT OERTEL ARCHITECTS ALL RIGHTS RESERVE CLIENT: onticeflo CITYOF M OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: wsb I NOTES: Not for Constr�ctio n 0 J W U U) Z 0 0 G � U L0- z >- M� ~ W U w U a_ 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. SIGNATURE: VICKI VANDELL 00000 LICENSE # DATE SHEET NAME: DETAILS REVISIONS: No. Date Description 022411-000 11/10/2023 PROJECT NUMBER DATE MSG VJV DRAWN BY CHECKED BY SHEET NO: C302 1. Not for Construction WE 1 a� co N 0 N O z Q J !L 0 75 LU 0 J 0 0 0 CN N N O 0 m U 'o 0 0 N N O \4 TREE PROTECTION - ORDINANCE REQUIREMENTS / QUANTITIES SPECIMEN TREES SPECIMEN CANOPY TREE SPECIMEN UNDERSTORY TOTAL REPLACEMENT TREES REMOVALS (DBH >_ 36") TREE REMOVALS (DBH >_ 10") SPECIMEN TREE REQUIRED (18 ACI* / (CALIPER >_ 7") PRESERVED (CALIPER >_ 4") REMOVALS SPECIMEN TREE REMOVAL) 0 2 2 15** NON -SPECIMEN TREES CANOPY TREE REMOVALS (DBH:5 36") UNDERSTORY TREE REMOVALS (DBH <_ 10") TOTAL TREE REMOVALS REPLACEMENT TREES REQUIRED 127 3 130 N/A TREE CREDITS TOTAL CREDITS (1.25 x ACI OF CANOPY TREES PRESERVED UNDERSTORY TREES TOTAL TREES PRESERVED NON -SPECIMEN (CALIPER >_ 7") PRESERVED (CALIPER >_ 4") PRESERVED TREES) 528 ACI 0 ACI 528 ACI 660 *ACI = AGGREGATE CALIPER INCHES **ASSUMES REPLACEMENT TREES OF 2.5" CALIPER LEGEND CONSTRUCTION LIMITS EXISTING DECIDUOUS TREE EXISTING CONIFER TREE TREE PROTECTION FENCE (750 LF) NOTES Not for Construction 1. THE CONTRACTOR SHALL VISIT THE SITE PRIOR TO SUBMITTING A BID TO BECOME FAMILIAR WITH ALL SITE CONDITIONS. ALL SURFACE FEATURES THAT CONFLICT WITH PROPOSED CONDITIONS SHALL BE REMOVED OR RELOCATED WHETHER OR NOT SHOWN ON SURVEY OR SPECIFICALLY CALLED OUT. THIS INCLUDES BUT IS NOT LIMITED TO CLEARING AND GRUBBING. 2. TREE PROTECTION FENCING SHALL BE STURDY AND VISIBLE. 3. TREE PROTECTION FENCING SHALL BE ERECTED NO CLOSER THAN ONE LINEAR FOOT TO THE TREES' DRIPLINE; CONTRACTOR TO VERIFY THESE EXTENTS IN THE FIELD WITH PE/LA PRIOR TO CONSTRUCTION. 4. NO CONSTRUCTION, GRADING, EQUIPMENT + MATERIALS STORAGE, OR ANY OTHER ACTIVITY SHALL OCCUR WITHIN THE TREE PROTECTION AREA. 5. ENCROACHMENTS INTO THE TREE PROTECTION AREA SHALL OCCUR ONLY WHEN NO OTHER ALTERNATIVE EXISTS; IF SUCH AN ENCROACHMENT IS REQUIRED, THE AREA MUST FIRST BE MULCHED WITH A 4" MIN. LAYER OF WOOD CHIPS. N STORAGE OF EQUIPMENT + MATERIALS IS NOT PERMITTED AT ANY TIME. 6. CONTRACTOR TO PROTECT TREES FROM CHEMICAL CONTAMINATION FROM LIQUIDS AND OTHER MATERIALS, INCLUDING BUT NOT LIMITED TO PAINT, CHEMICAL SOLVENTS, GASOLINE, OIL, DIESEL FUEL, HYDRAULIC FLUID, CONCRETE SPOILS, OR RINSE WATER FROM VEHICLE CLEANING, INCLUDING RINSING OF CONCRETE TANKS AND CHUTES. Not for Construction PLOTTED: PROJECT NAME: 0 50 100 H: SCALE IN FEET Not for Construction C 2020 COPYRIGHT OERTEL ARCHITECTS ALL RIGHTS RESERVED. CLIENT: r Monticello 4DRTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: ws b' NOTES: Not for Constr�ctio n w Q z U w O d LL O 1 LJ ry O LN I m n 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 LANDSCAPE ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNATURE: EJEFFREY FEULNER 49g7R LICENSE # DATE SHEET NAME: TREE PROTECTION PLAN REVISIONS: No. Date Description 022411-000 09/13/2023 PROJECT NUMBER DATE JRO JF DRAWN BY CHECKED BY SHEET NO: Not for Construction 2 47 N M m Cl) N O N 0 z Q J n z J !Z 0- J O EC,VUOUS TR PLANTING PLAN - ENLARGEMENT 1"=10' Not for Construction H.0 10 20 SCALE IN FEET LANDSCAPE SCREENING - ORDINANCE REQUIREMENTS / QUANTITIES REDFORD LN. FRONTAGE (WEST PROPERTY LINE) PARKING SCREENING - PARKING SCREENING - PERIMETER BUFFER - REQUIRED* (CANOPY TREES PROPOSED (CANOPY TREES REASON FOR VARIATION / @ 2.5" CAL) @ 2.5" CAL) COMMENTS 8 8 N/A BUILDING FACE SHRUB BUILDING FACE SHRUB PLANTINGS** - REQUIRED PLANTINGS - PROPOSED -- (EACH) (EACH) 17 20 PUBLIC ENTRANCE / 99 CANOPY TREES, 143 GATHERING AREA * APPROX. 3 CANOPY TREES / 100 LF OF PARKING PERIMETER REQUIRED PER ORDINANCE ** 1 SHRUB / 10 LF OF BUILDING WALL FACING PUBLIC R.O.W. REQUIRED PER ORDINANCE SCHOOL BLVD. FRONTAGE (NORTH PROPERTY LINE) PARKING SCREENING - PARKING SCREENING - PERIMETER BUFFER - REQUIRED* (CANOPY TREES PROPOSED (CANOPY TREES REASON FOR VARIATION / @ 2.5" CAL) @ 2.5" CAL) COMMENTS 6 6 N/A BUILDING FACE SHRUB BUILDING FACE SHRUB PLANTINGS** - REQUIRED PLANTINGS - PROPOSED -- (EACH) (EACH) 11 11 N/A * APPROX. 3 CANOPY TREES / 100 LF OF PARKING PERIMETER REQUIRED PER ORDINANCE ** 1 SHRUB / 10 LF OF BUILDING WALL FACING PUBLIC R.O.W. REQUIRED PER ORDINANCE U✓ u U 0 D 0 U N 0 50 100 <\ H: SCALE IN FEET PLANTING PLAN - OVERALL 1"=10' SOUTH PROPERTY LINE PERIMETER BUFFER - PERIMETER BUFFER - PERIMETER BUFFER - REQUIRED W/ OPEN REQUIRED W/ SOLID PROPOSED (TREES / REASON FOR VARIATION / COMMENTS FENCING* (TREES / FENCING** (TREES / SHRUBS) SHRUBS) SHRUBS) THE 4'-6' PROPOSED BERM ALONG THE SOUTHERN PERIMETER (SEE GRADING PLAN) IS PRESUMED 99 CANOPY TREES, 143 FUNCTIONALLY EQUIVALENT TO A SOLID FENCE IN UNDERSTORY TREES, 605 66 CANOPY TREES 99 CANOPY TREES THIS LOCATION; PROPOSED PLANTING MEETS AND SMALL SHRUBS EXCEEDS THE REQUIREMENTS FOR INDUSTRIAL USES ABUTTING RESIDENTIAL WITH A SOLID PERIMETER FENCE. O O *INDUSTRIAL USE ABUTTING RESIDENTIAL W/ OPEN FENCING; REQUIREMENTS AS N FOLLOWS: 9 CANOPY TREES @ 2" CAL, 13 UNDERSTORY TREES @ 1.5" CAL, AND 99 SMALL CD SHRUBS PER 100 LF. 0 **INDUSTRIAL USE ABUTTING RESIDENTIAL W/ CLOSED FENCING; REQUIREMENTS AS CD FOLLOWS: 6 CANOPY TREES @ 2" CAL PER 100 LF 0 N N O V Not for Construction PLOTTED: PROJECT NAME: PLANT SCHEDULE PLANT SCHEDULE CONTD. TREES BOTANICAL / COMMON NAME CONT QTY SHRUBS BOTANICAL / COMMON NAME CONT ARONIA MELANOCARPA IROQUOIS BEAUTY TM /BLACK CHOKEBERRY 5 GAL • ACER RUBRUM RED SUNSET /RED SUNSET MAPLE 2.5" CAL B&B 4 FORSYTHIA X'MEADOWLARK' / MEADOWLARK FORSYTHIA 5 GAL BETULA NIGRA /RIVER BIRCH 2.5" CAL B&B 9 jJVVULG • RHUS AROMATICA'GRO-LOW' / GRO-LOW FRAGRANT SUMAC 5 GAL TILIA AMERICANA 'BOULEVARD' / BOULEVARD LINDEN 2.5" CAL B&B 15 THUJA OCCIDENTALIS 'TECH NY' / TECHNY ARBORVITAE 5 GAL • ULMUS AMERICANA NEW HORIZON'/ NEW HORIZON AMERICAN ELM 2.5" CAL B&B 7 EVERGREEN TREES BOTANICAL / COMMON NAME CONT QTY MiaNir r{ a i ABIES BALSAMEA / BALSAM FIR 6' HT B&B 17 4 i j~t'IAHY Nq q�1 • PICEA GLAUCA 'DENSATA' / BLACK HILLS SPRUCE 6' HT. B&B 47 PINUS BANKSIANA / JACK PINE 6' HT. B&B 50 • PINUS STROBUS / WHITE PINE 6' HT B&B 14 QTY 4 7 12 CLIENT: onticeflo CITYOF M 4DRTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: wsb NOTES: Not for Constr�ctio n O _jJ w U W Z O� 00 G LLU_ ui O z M�M 0 W U w U a_ 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 LANDSCAPE ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNATURE: EJEFFREY FEULNER 42976 LICENSE # DATE SHEET NAME: PLANTING PLAN REVISIONS: No. Date Description 022411-000 09/13/2023 PROJECT NUMBER DATE JRO JF DRAWN BY CHECKED BY SHEET NO: Ll O Not for Construction 0 2020 COPYRIGHT OERTEL ARCHITECTS ALL RIGHTS RESERVED. CLIENT: Not for Construction Not for Construction ti M M M M N O N O r r Cm z Q J d 0 W W (n J O O O N N O a 0 m U 'o 0 0 N N O PIA LEGEND CONSTRUCTION LIMITS EXISTING DECIDUOUS TREE TYPE I SEED MIX (NATIVE PRAIRIE GRASS) TYPE II SEED MIX (NATIVE PRAIRIE GRASS - WATER TOLERANT) TYPE III SEED MIX (TURF GRASS) NOTES 1. SEEDING EXTENTS TO BE CONFIRMED WITH PE/LA IN FIELD. Not for Construction PLOTTED: PROJECT NAME: v 0 50 100 H: SCALE IN FEET Not for Construction 0 2020 COPYRIGHT OERTEL ARCHITECTS ALL RIGHTS RESERVED. Monticello TEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: wsb NOTES: Not for ConstruCt'o n w Q Z U w 3 O d O Lu U_ Z O 2 LL O 1 LJ Y O U J m 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 LANDSCAPE ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNATURE: EJEFFREY FEULNER rA v�w� LICENSE # DATE SHEET NAME: RESTORATION m" , REVISIONS: No. Date Description 022411-000 PROJECT NUMBER JRO 09/13/2023 DATE JF DRAWN BY CHECKED BY SHEET NO: Not for Construction FABRIC GUYING STRAP WITH HOSE CHAFING GUARD RUBBER / NYLON STRAPPING TIGHTENED ONLY ENOUGH TO PREVENT SLIPPAGE. FLAG FOR VISIBILITY. PRIOR TO MULCHING, LIGHTLY TAMP SOIL AROUND THE ROOTBALL IN 6" LIFTS. DO NOT OVER COMPACT. AFTER BACKFILLING, POUR WATER AROUND ROOTBALL TO SETTLE THE SOIL. AMENDED PLANTING SOIL. SEE SPECIFICATIONS FOR DETAILS METAL STAKES, 2"x24" LONG DRIVEN BELOW FINISH GRADE. DIAMETER OF HOLE SHALL BE TRIPLE THE DIAMETER OF THE ROOTBALL. THE SIDES SHOULD SLOPE GRADUALLY. DECIDUOUS TREE PLANTING NOT TO SCALE FABRIC GUYING STRAP WITH HOSE CHAFING GUARD RUBBER / NYLON STRAPPING TIGHTENED ONLY ENOUGH TO PREVENT SLIPPAGE. FLAG FOR VISIBILITY. PRIOR TO MULCHING, LIGHTLY TAMP SOIL AROUND THE ROOTBALL IN 6" LIFTS. DO NOT OVER COMPACT. AFTER BACKFILLING, POUR WATER AROUND ROOTBALL TO SETTLE THE SOIL. AMENDED PLANTING SOIL. SEE SPECIFICATIONS FOR DETAILS DIAMETER OF HOLE SHALL BE TRIPLE THE DIAMETER OF THE ROOTBALL. THE SIDES SHOULD SLOPE GRADUALLY. METAL STAKES, 2"x24" LONG DRIVEN BELOW FINISH GRADE. EVERGREEN TREE PLANTING S 47 NOT TO SCALE M M O Cl) N O N O Z Q J !Z J W J O O O CN N N O 0 U 'O O O N N O Y Not for Construction PLOTTED: PROJECT NAME: 01 + i i + + + + +111s�" + + TREE MUST MEET OR EXCEED ANSI Z60.1 (AMERICAN STANDARD FOR NURSERY STOCK.) ONE DOMINANT LEADER MUST BE MAINTAINED THROUGH THE WARRANTY PERIOD. GUYING WIRE WITH TURNBUCKLE EACH TREE MUST BE PLANTED SUCH THAT THE ROOT FLARE IS VISIBLE AT THE TOP OF THE ROOTBALL AND LEVEL WITH FINISH GRADE. MULCH RING SHOULD BE MIN. 4" DEEP. KEEP MULCH 4" AWAY FROM TRUNK BASE. 4" HIGH EARTH SAUCER BEYOND EDGE OF ROOTBALL, FOR 360°. SET ROOTBALL ON 4"-6" MOUND OF UNDISTURBED / NATIVE SOIL TO PREVENT SETTLING. 120° GUY WIRE - PLAN TREE TRUNK 0° NOTES: 1. SEE BALLED AND BURLAPPED PLANTING STOCK DETAIL FOR FURTHER NOTES. TREE MUST MEET OR EXCEED ANSI Z60.1 (AMERICAN STANDARD FOR NURSERY STOCK.) ONE DOMINANT LEADER MUST BE MAINTAINED THROUGH THE WARRANTY PERIOD. GUYING WIRE WITH TURNBUCKLE EACH TREE MUST BE PLANTED SUCH THAT THE ROOT FLARE IS VISIBLE AT THE TOP OF THE ROOTBALL AND LEVEL WITH FINISH GRADE. MULCH RING SHOULD BE MIN. 3" DEEP. KEEP MULCH 4" AWAY FROM TRUNK BASE 4" HIGH EARTH SAUCER BEYOND EDGE OF ROOTBALL, FOR 3600 . �. + }L III ---- VII I III-1�- I- I— SET ROOTBALL ON 4"-6" MOUND OF UNDISTURBED / NATIVE SOIL TO PREVENT SETTLING. 120° TREE TRUN 120° NOTES: 1. SEE BALLED AND BURLAPPED PLANTING STOCK DETAIL FOR FURTHER NOTES. THIN BRANCHES AND FOLIAGE (NOT ALL END TIPS) BY 1/3 RETAINING NORMAL PLANT SHAPE, THINNING, NOT REQUIRED ON EVERGREENS. MOUND PLANTING SOIL 4" TO FORM SAUCER ........... i :12'1: III Mill REMOVE BURLAP FROM TOP 1/3 OF BALL REMOVE CONTAINERIZED PLANTS FROM THEIR CONTAINERS SHRUB PLANTING NOT TO SCALE 24" TREE PROTECTION FENCING NOT TO SCALE Not for Construction 4" MULCH EXISTING GRADE MIXTURE PLANTING SOIL NOTES: 1. PLANT SHRUBS IN LOCATIONS PER PLAN AND APPROVED BY LANE. 4' HIGH STEEL POST (4' MAX SPACING) WITH A MINIMUM 2' BURY ORANGE CONSTRUCTION FENCING: (PRODUCT WB 410017) AS SUPPLIED BY: PLASTIC SAFETY SYSTEMS, INC. PO BOX 20140 CLEVELAND, OH 44120 800-662-6338 (OR APPROVED EQUAL) ATTACH FENCING W/ HEAVY DUTY NYLON ELECTRICAL TIES OR FENCING MANUFACTURER SUPPLIED INTEGRAL FASTENERS. Not for Construction CLIENT: r =a Monticello 4DRTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: I NOTES: ©2020 COPYRIGHT OERTEL ARCHITECTS. ALL RIGHTS RESERVED. s b Not for Coils, rUCt'O n 0 J J LLJ U U) Z [/ 00 23: LL U_ L' 0 z J U � m w U a- 1 HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED LANDSCAPE ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNATURE: EJEFFREY FEULNER 42976 LICENSE # DATE SHEET NAME: LANDSCAPE DETAILS REVISIONS: No. Date Description 022411-000 09/13/2023 PROJECT NUMBER DATE JRO JF DRAWN BY CHECKED BY SHEET NO: Ll 03 Not for Construction Luminaire Schedule Label Qty Label Description LLF Luminaire Lumens o❑ ❑ o-❑ 23 P1 & P2 DSXO LED P5 40K 70CRI T4M HS 0.855 10555 KO 9 W WDGE1 LED Pl 40K 80CRI VF 0.855 1227 Q 19 W1 WDGE3 LED P3 70CRI RFT 40K 0.855 10145 Calculation Summary Label CalcType Units Avg Max Min Avg/Min Max/Min Inside Prop Line Illuminance Fc 0.51 14.9 0.0 N.A. N.A. Outside Prop Line Illuminance Fc 0.03 0.9 0.0 N.A. N.A. Property Line Illuminance Fc 0.06 0.9 0.0 N.A. 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ALL RIGHTS RESERVED. CLIENT: CITY OF Monticello '#A,�RTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: emanuelson-podas n,ansuItIng englneers Emanuelson-Podas, Inc. 7705 8u h Lake Road Edina, MN 55439 957,930%90 f w -epin zom NOTES: Project Status Not for Constructio n 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. SIGNATURE: LICENSE # DATE SHEET NAME: SITE PHOTOMETRIC PLAN REVISIONS: No. Date Description 4763.0000 Designer PROJECT NUMBER DATE Author Checker DRAWN BY CHECKED BY SHEET NO: OF1001 O O 4-1U O z 6i Q z 4- O F O W O �_+ a. U U O 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. SIGNATURE: LICENSE # DATE SHEET NAME: SITE PHOTOMETRIC PLAN REVISIONS: No. Date Description 4763.0000 Designer PROJECT NUMBER DATE Author Checker DRAWN BY CHECKED BY SHEET NO: OF1001 Not for Construction Specifications Depth (Dl): 5-5" Depth (D2): 1.5" Height: 8" Width: 9" Weight: 9 Itis (without options) DWHGXD Textured whhe WDGE1 LED Architectural Wall Sconce 2U SAA - - W - WDGE LED Family Overview D2 i H Dl Catalog Nt,n*vr Nates Type Introduction The WDGE LED family is designed to meet specifier's every wall -mounted lighting need in a widely accepted shape that blends with any architecture. The clean rectilinear design comes in four sizes with lumen packages ranging from 1,200 to 25,000 lumens, providing true site -wide solution. WDGE1 delivers up to 2,000 lumens with a soft, non-pixelated light source, creating a visually comfortable environment. The compact size of WDGE1, with its integrated emergency battery backup option, makes it an ideal over -the -door wall -mounted lighting solution. • + • EXAMPLE: WDGE1 LED P2 40K 80CRI VF MVOLT SRM PE DDBXD WDGEi LED P1 P2 27K 2700K 3DK 3000K 35K 3500K 40K 4000K SOK' 5040K 80CR1 I VF Udual comfort forward INOw 90CR1 VW Viml comfort Ode E0141 Emergency tattery backup, Certified in CA Title 20 MAEDBS 14W, 0"C m(n) PE' Photocell, Button Type AS Dual switching (comes with 2 drivers and 2light engmes; see page 3 for details) DMG 0-1 OV dimming wires pulled ouWlde fixture (for use with an external control, ordered separalelyI 130E Bottom conduit entry for�ack box (PBBW)• Total of 4 entry points, BAR Buy American) An Compliant Accessories :, aw r. r ,,.:r .i. r:,:,ed •. on..r.nafy WDGEAWs0D0XD WDGE VW(h Archiwtvol Wall Swerlspe0 finish) WDGE1P88W 0087!1)0 WDGE( sur(aa mourned back hoz (sWe finish) MVULT 347' Shipped included SRM Altace moumillg blacker ICW Indirect CanopylCeiling Washer bracket (d(y/damp lacationr ml!y)' Shipped separately AWS 3181rxh Architectural wall spacer PRBW %rface-mounted back box (tap, left, fight conduit envy) Llse when there is no junction box available. DDBXD Dark hlom DDBTXD Textured dark blame ABLXD Black DIRIM Textured black DNAX0 Natural aluminum DNATXD Textured oatural aluminum DWHXD White DWHGXD Textured whhe DSSXD Sandstone DSSTXD Textured sandstone P2 � NOTES 70CRI T21M 1 50K not avallable in 9OCRI_ 4 PE not available with DS - T5W Type V wide 2 34TV not available with 5 Nat qualified Fpr OEC. Mot P7 _ -- - E4WH, DS or PE. available with E4WH. 3 E4WH not available with L/Th►ON/A COMMERCIAL OUTDOOR one Lltho"i' way • Conyers, Georgia 30012 • Phone:1-800-705-SERV (7378) • WDGE( LED /j�/N�y ®2019.2022 Acuity Brands Lighting, Inc. All rights reserved. Rev -11121122 Not f nr C;nn-tri intior, PLOTTED: 11/9/2023 4:21:03 PM PROJECT NAME: City of Monticello Public Works 4W - 1,200 2,010 - - - 10W 18w Standalone 1 nLlght 1,201 2,010 3,000 4,500 6,000 - WDGE3 LED 15W 18W Standalone / nUght 7,500 8,500 10,000 14000 Stand alone InLlght 12,001 16,000 18,001 2D,000 22,040 2S,000 * • - •W EXAMPLE: WDGE3 LED P3 40K 70CRI R3 MVOLT SRM DDBXD ' WDGE3 LED PT 34K 8400K 70CRI R2 Type2 MULT Shipped included Shippedseparatefy P2 40K 4000K 80CRI R3 Tyr3 347' SRM 3urtwe mounting bride; AWS 3i80ch Architectural Wail spacer P3 50K 5000K R4 lype 4 480' ICW Indlrea WropylCeiling PBBW 54ce-mourned back box (tap, left, P4 RFT Forward Throw Washer bracket (dr 1 right mnduit entry), Lse when there damp lacatl(MSOZY is nojulialon box available, E15WH Emergency battery hacRup,Certified inCA Standalone 5ensorslContmis DDBXD Dark bronze Title 20 MAEOM (I SW, 5°C min) PIR 81 -level (100135%) motion sensor for 8.15' moumiog heights. Intended for Inc on switched DBLXO Black E20WC Emergelty battery hackuR Cernfied in CA arwits with external dusk to dawn switching- DNAXD Natural alllTlinum Title 20 MAEDBS (18W, -20°C min) PIRH RHevel (1DOM%) monan sen soTMT 15-30' mounting heights. Intended for tsseM switched DWHXD White PE Photocell, Button Type' circuits with external dusk to dawn swilching DMG 0-10V dimmlug wires pulled outside PIRiF13V Nevel (100135%) motion sensor (or b-15'mourning heighu with photoceA pre-proylalnmM flu DSSXQ ' a DDBTXD Textured dark hronte hxttue (far use with an External control, dusk to dawn operation. ordered separately)" PiRHi FC3V Bi -level I W013S%) motion sensor for 15.30'mounfing heights with photocell pre-programmed DBLBXD Textured black BCE Rol tom conduit entry for back box for dusk to dawn operarlon. DNATXD inItned natural aluminum (PBBW], Total of 4 envy points. Networked SensorslCorrtrols DWHGXD Textured while r 5P 010KV lOkV 5u gepack NLTAIR2 PIR nLighIAIRWIreless enabled hi -level 1naliunlamllient sensnrfon 8-15'mounting4eights- 055TXD Texnuretl sandstone BAA BuyAmeilca(nyAcICompham NLTAIR2PIRH nLlghtAlRVCirelessenabledbi-Ievelmotlonlambrentsensorfor l5-30'mountingheightt ,Kpage 4 kir out tit ban funmurralily Accessories NOTES • 1 347V and 480V not avaliahla with 3 PE not available in 460V and with 5 Not available with E20WC option. x7Mered and =hipped=envaren! - - Ei5WH and E20WC. sensorslcontrols. WMEAWSODW WOG[ 318indr Arid kdwal wall Spacer (spmifyfnish) 2 Not qualified for DLC_ Not available 4 DMG option not available with WDGE3P8RW DBBXDU WDGE3 swfac!-mraunted bark bz (srwiry hn4h) with emergency battery backup dr senwwmntrofs. sensors/controls fA L/THaNIA COMMERCIAL OUTDOOR One LithE oma way a Conyers, Georgia 30012 • Phone:1-800-705-SERV (7378) • WDGE3 LED LIGHTING 0 2019.2023 Acuity Brands Lighting, Inc. All rights reserved- Re v. 05/11/23 D -Series Size 0 LLD Area Luminaire BAA riesotr Specifications EPA: 6.44 Ft r= a=n o e Length: 26.1$" - 1 hG.s to l l I Width: 14.06" 111.3 r n1) Height H1: 2.06, t S 1 cm) 1 Numvger Numb P1, P2 Introduction The modern styling of the D -Series features a highly refined aesthetic that blends seamlessly with its environment. The D -Series offers the benefits of the latest in LED technology into a high performance, high efficacy, long -life luminaire. The photometric performance results in sites with excellent uniformity, greater pole spacing and lower power density. D -Series outstanding I.l • _ photometry aids in reducing the number of Height H2: 7•'4'6" Hl ` �� poles required in area lighting applications, with rt AM) typical energy savings of 70% and expected Weight: ?Qebs w service life of over 100,000 hours. 9=720-2 • EXAMPLE: DSXO LED P6 40K 70CRI T3M MVOLT SPA NLTAIR2 PIRHN DDBXD DSX0 LEA 11 "ard optics WDGE3 LED rNutmbP AFR Automotive from raw T5M Type V medium Architectural Wall Sconce PS 30K 3000K 70CRI IIF•Nateg Type h short 1 FAA— I_ Type P2 � 11 r 70CRI T21M Type II medium T5W Type V wide Introduction P7 _ -- - The WDGE LED family is designed to meet specifier's every wall -mounted lighting need in T3M Type III medium a widely accepted shape that blends with any Specifications p Dz architecture. The clean rectilinear design comes in four sizes with lumen packages ranging from Depth (Dl): 8^ 50 pole) 1,200 to 25,000 lumens, providing a true site -wide Type iii low glare' Wall brackm solution. Embedded with nLight& AIR wireless Depth (D2).- 1.5" extended lead times controls, the WDGE family provides additional Height: 9" H energy savings and code compliance. Width: 18" wrrorl) WDGE3 has been designed to deliver up to Weight: 19.5 lbs 12,000 lumens through a precision refractive lens (without options) W - 01 with wide distribution, perfect for augmenting the P1D' P12' lighting from pole mounted luminaires. ■ r 1ypelVlowgiare' 4W - 1,200 2,010 - - - 10W 18w Standalone 1 nLlght 1,201 2,010 3,000 4,500 6,000 - WDGE3 LED 15W 18W Standalone / nUght 7,500 8,500 10,000 14000 Stand alone InLlght 12,001 16,000 18,001 2D,000 22,040 2S,000 * • - •W EXAMPLE: WDGE3 LED P3 40K 70CRI R3 MVOLT SRM DDBXD ' WDGE3 LED PT 34K 8400K 70CRI R2 Type2 MULT Shipped included Shippedseparatefy P2 40K 4000K 80CRI R3 Tyr3 347' SRM 3urtwe mounting bride; AWS 3i80ch Architectural Wail spacer P3 50K 5000K R4 lype 4 480' ICW Indlrea WropylCeiling PBBW 54ce-mourned back box (tap, left, P4 RFT Forward Throw Washer bracket (dr 1 right mnduit entry), Lse when there damp lacatl(MSOZY is nojulialon box available, E15WH Emergency battery hacRup,Certified inCA Standalone 5ensorslContmis DDBXD Dark bronze Title 20 MAEOM (I SW, 5°C min) PIR 81 -level (100135%) motion sensor for 8.15' moumiog heights. Intended for Inc on switched DBLXO Black E20WC Emergelty battery hackuR Cernfied in CA arwits with external dusk to dawn switching- DNAXD Natural alllTlinum Title 20 MAEDBS (18W, -20°C min) PIRH RHevel (1DOM%) monan sen soTMT 15-30' mounting heights. Intended for tsseM switched DWHXD White PE Photocell, Button Type' circuits with external dusk to dawn swilching DMG 0-10V dimmlug wires pulled outside PIRiF13V Nevel (100135%) motion sensor (or b-15'mourning heighu with photoceA pre-proylalnmM flu DSSXQ ' a DDBTXD Textured dark hronte hxttue (far use with an External control, dusk to dawn operation. ordered separately)" PiRHi FC3V Bi -level I W013S%) motion sensor for 15.30'mounfing heights with photocell pre-programmed DBLBXD Textured black BCE Rol tom conduit entry for back box for dusk to dawn operarlon. DNATXD inItned natural aluminum (PBBW], Total of 4 envy points. Networked SensorslCorrtrols DWHGXD Textured while r 5P 010KV lOkV 5u gepack NLTAIR2 PIR nLighIAIRWIreless enabled hi -level 1naliunlamllient sensnrfon 8-15'mounting4eights- 055TXD Texnuretl sandstone BAA BuyAmeilca(nyAcICompham NLTAIR2PIRH nLlghtAlRVCirelessenabledbi-Ievelmotlonlambrentsensorfor l5-30'mountingheightt ,Kpage 4 kir out tit ban funmurralily Accessories NOTES • 1 347V and 480V not avaliahla with 3 PE not available in 460V and with 5 Not available with E20WC option. x7Mered and =hipped=envaren! - - Ei5WH and E20WC. sensorslcontrols. WMEAWSODW WOG[ 318indr Arid kdwal wall Spacer (spmifyfnish) 2 Not qualified for DLC_ Not available 4 DMG option not available with WDGE3P8RW DBBXDU WDGE3 swfac!-mraunted bark bz (srwiry hn4h) with emergency battery backup dr senwwmntrofs. sensors/controls fA L/THaNIA COMMERCIAL OUTDOOR One LithE oma way a Conyers, Georgia 30012 • Phone:1-800-705-SERV (7378) • WDGE3 LED LIGHTING 0 2019.2023 Acuity Brands Lighting, Inc. All rights reserved- Re v. 05/11/23 D -Series Size 0 LLD Area Luminaire BAA riesotr Specifications EPA: 6.44 Ft r= a=n o e Length: 26.1$" - 1 hG.s to l l I Width: 14.06" 111.3 r n1) Height H1: 2.06, t S 1 cm) 1 Numvger Numb P1, P2 Introduction The modern styling of the D -Series features a highly refined aesthetic that blends seamlessly with its environment. The D -Series offers the benefits of the latest in LED technology into a high performance, high efficacy, long -life luminaire. The photometric performance results in sites with excellent uniformity, greater pole spacing and lower power density. D -Series outstanding I.l • _ photometry aids in reducing the number of Height H2: 7•'4'6" Hl ` �� poles required in area lighting applications, with rt AM) typical energy savings of 70% and expected Weight: ?Qebs w service life of over 100,000 hours. 9=720-2 • EXAMPLE: DSXO LED P6 40K 70CRI T3M MVOLT SPA NLTAIR2 PIRHN DDBXD DSX0 LEA 11 "ard optics (this section 7DCRI only) HVOLT (30V -480V) ` AFR Automotive from raw T5M Type V medium Pl PS 30K 3000K 70CRI T15 Type h short T5LG iypeV law glare P2 P6 40K 4000K 70CRI T21M Type II medium T5W Type V wide P3 P7 50K 5000K 70CRI T3M Type III medium BLC3 Type III backlight P4 Z 4— (this section 80CRI only, 50 pole) T3LG Type iii low glare' Wall brackm control' Rotated optics extended lead times r4M Type IV awdium 81.04 rype IV backlight wrrorl) apply) Control' P1D' P12' 27K 2100K BDCRI r4LG 1ypelVlowgiare' LCCD Leh corner Cutoff' P11' P13 ' 30K 3000K 80CRI TFTM Forwardthrow medium RCCO Right tonerrumff' 359 3500K 80CRI 40K 4000K 80CRI 50K 5000K 80CRI Shipped installed NLTAIR2 PIRHN ntighi AIR gen 2 enabled with bi-teved motion 1 ambient sensor, &40' mounting height, ambierll sensor enabled at2ft-'' I` "," PIR Highllow, mationlambientsenst 8.40'moimung Wghr, amhieniserm enabled at 2k'_1-'6 '" PER NEMA twist -lock weptacleonly Icanlrolsordered sepalaI0 " PERS Five -pm receptacle Only fmnVoKordered separate) fAL/THGN/A L/Gi MNG COMMERCIAL OUTDOOR PIER7 Seven -pin receptacle only (conud.. HVOLT (30V -480V) ` ordered separate)"-' FAO Field adjustable output'' %30 Fewl switdled dimming 3096' " $134 6; -level swhdled dimming, 5046 " AMG 0-10u dimming wires pulled outside I r I } B ly Ame leaf n) Act Comp Ian fixture ((cruse with an exiemal contr)l, 20816.24 ordered separately) " r MVOLT (1120Y -TIM Shipped Included HVOLT (30V -480V) ` SPA Square pale mounting (48 XVOLT 1277V-480Vi Righl rolated apiics drilling, 35' min.SO pole) 12a %11 RPA Round pole mounting (+8 BAA I r I } B ly Ame leaf n) Act Comp Ian ddliiri; 3" min. RND pole) 20816.24 SPAS Square pule mounting (A5 240 w'ri EGSR d4ifrlg.3" min. 5R pole)' 277'r'" RPA5 Round pole motoring (95 347'° " drilling, 3" min. RND 00 480'6N SPABN Square narrow pole mount- Z W ing (N8 drilling, 3" min, Z 4— 0 50 pole) U 0 2! WBA Wall brackm MA Mast arm adapter (mourns ON 2 318" 00 horizontal wrrorl) Shipped installed HS Houses& shield (black 5gish 5tandand):' L90 Left rotated noci R90 Righl rolated apiics CCE Coastal Cnnsuuttrorl' HA St1°C ambler t opera;Ion'' BAA I r I } B ly Ame leaf n) Act Comp Ian SF 5Ingle fuse020,277,34N)r' DF Don* Ease {208, 340, M)" Shipped separately EGSR External Glare Slirefd (reversible, field install U reetlui vd, matches housing finish) BSDB Bird Spikes (Field install required} One Lithonia Way Conyers, Georgia 30012 • Phone: 1 -OW -705 -SERV (7378Y CL2011-2023 AVuIW Brands Lighting, lnc- All rightstaserved- DDBXD Dark Bronze DBLXD Black DNAXD Natural Alurnnum DWHXD White DDBTXD TexiDW dark brotize DBLBXD Textured black DNATXD Textured natural aluminum DWHGXD Texruredwhite DUO -LEE] Rev. 09/05/23 Page 1 of 9 Not for Construction Not for Construction ©2020 COPYRIGHT OERTEL ARCHITECTS. ALL RIGHTS RESERVED. CLIENT: F4,0 F CITY OF Monticello 4 OERTEL ARCHITECTS, LTD. 1795 Saint Clair Avenue St. Paul, Minnesota 55105 phone: (651) 696-5186 www.oertelarchitects.com CONSULTANT: emanuelson-podas Onnsul[ing enginegrs Emanuelson-Podas, Inc. 7705 8ush Lake Road Edina, MN 55439 952,930%90 1 www-epin zom NOTES: Project Status Not for Con,tructio n (n L O U O U O Z W Z 4— 0 O W >1}, O }' W U U 0 2! 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. SIGNATURE: LICENSE # DATE SHEET NAME: SITE PHOTOMETRIC PLAN CUT SHEETS REVISIONS: No. Date Description 4763.0000 PROJECT NUMBER DATE Author Checker Desianer DRAWN BY CHECKED BY SHEET NO: ZF1002 Monticello MONTICELLO PUBLIC WORKS FACILITY STORMWATER MANAGEMENT PLAN SCHOOL BLVD, MONTICELLO MN November 6, 2023 Prepared for: City of Monticello 505 Walnut Street Monticello, MN 55362 WSB PROJECT NO. 022411-000 wsb Table of Contents Letter of Introduction Table of Contents Certification 1 . Executive Summary ..................................................................................... 1 2. Introduction................................................................................................ 2 3. Existing Conditions..................................................................................... 3 4. Proposed Conditions................................................................................... 4 4.1 Stormwater Management........................................................................ 4 4.1 .1 Temporary Sediment Basins.............................................................. 4 4.1 .2 Volume Control Calculations............................................................. 5 4.1.3 Rate Control.................................................................................... 5 4.1 .4 Water Quality.................................................................................. 6 4.1 .5 Freeboard....................................................................................... 6 4.1 .6 Pond Design .................................................................................... 6 4.1 .7 Infiltration Design............................................................................ 7 4.2 Storm Sewer Design.............................................................................. 7 Appendix A Figures Appendix B HydroCAD Models MIDS Model Appendix C Geotechnical Report Appendix D Storm Sewer Calculations Stormwater Management Plan Monticello Public Works Facility City of Monticello WSB Project No. 022411-000 Certification Sheet 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. Laura K. Pietila, P.E. Date: November 6, 2023 Lic. No. 61877 Quality Control Review Completed By: William C. Alms, P.E. Date: November 6, 2023 Lic. No. 54301 Stormwater Management Plan Monticello Public Works Facility City of Monticello WSB Project No. 022411-000 Certification Executive Summary The City of Monticello is proposing to construct a public works facility south of School Boulevard. This report summarizes the stormwater management for the site, designed to comply with City of Monticello rules and regulations. Stormwater Management Plan Monticello Public Works Facility City of Monticello WSB Project No. 022411-000 Page 1 Introductiu. A public works facility is proposed south of School Boulevard and west of Prairie's Edge Professional Center in Monticello, MN. The site is bounded by School Boulevard to the north and Redford Lane to the west. The site has 18.8 acres of total disturbance. The proposed condition will be in compliance with the City of Monticello requirements. Stormwater Management Plan Monticello Public Works Facility City of Monticello WSB Project No. 022411-000 Page 2 Existing Conditions The existing site consists of a farm field and grassy or wooded areas. Investigations into soil conditions show mainly hydrologic soil group B soils on site. Figure 1 shows the existing drainage patterns. The western portion of the site flows towards a landlocked wetland through the northwest discharge point. The eastern portion of the site flows to an existing basin through the east discharge point. The north portion of the site was planned to be routed to the basin north of School Boulevard in the 2005 stormwater design for the Groveland development. Accordingly, the north discharge point is considered as out of pond 1 P. Excluding offsite area, the site is made up of 2S, 6S, 7S, and 8S. Table 1 displays the existing impervious in each drainage area. Table 1: Existing Drainage Area Summary Drainage Area Impervious (ac) Pervious (ac) Total (ac) 2S 0 6.863 6.863 6S 0 0.330 0.330 7S 0.465 8.277 8.742 8S* 4.534 0.800 5.334 Total 4.999 16.270 21.269 'Future Commercial CN used in Existing Analysis per 2005 Design of Downstream Pond Stormwater Management Plan Monticello Public Works Facility City of Monticello WSB Project No. 022411-000 Page 3 Proposed Conditions The proposed conditions of the site will include a maintenance building, parking lot, fueling area, outside storage bins, and a roadway. A portion of the site will be routed via storm sewer to an onsite treatment basin. The remaining water will be routed to the School Boulevard storm sewer and will be treated by the existing basin north of School Boulevard. Grassed areas that are unable to be captured will flow to the east. Table 2 gives the proposed impervious in each drainage area onsite. See Figure 2 for the proposed drainage area map. Table 2: Proposed Drainage Area Summary Drainage Area Impervious (ac) Pervious (ac) Total (ac) 1SP 1.047 0.321 1.368 2SP 1.035 0.245 1.280 3SP 0.145 0.055 0.200 4SP 1.710 0.117 1.827 5SP 0.331 0.076 0.407 6SP 0.111 1.181 1.292 7SP 0.050 0.088 0.138 8SP 1.200 1.041 2.241 9SP 4.737 2.102 6.839 10SP 0.176 0.270 0.446 11SP 0.034 1.714 1.748 12SP 0 1.123 1.123 13SP 0 0.177 0.177 14SP 0 0.280 0.280 15SP 1.667 0.236 1.903 Total 12.243 9.026 21.269 The stormwater management of the site was designed to comply with the City of Monticello requirements. WSB has completed a review of the current design to review for compliance with the 2022 Design Manual: Plan Requirements and Design Guidelines and Atlas -14 rainfall depths. Soil information obtained from web soils survey and the geotechnical report shows Type B soils throughout the site. There is no known Karst within the area. There is a mapped DWSMA with a moderate vulnerability, but it is not located in an Emergency Response Area. �.1 Stormwater Management The proposed nonlinear development project will create one or more acres of new and/or fully reconstructed impervious surfaces, triggering the stormwater management rules for the City of Monticello. 4.1.1 Temporary Sediment Basins According to rule 6.3, a temporary or permanent sediment basin needs to be provided when 10 or more acres of disturbed soil drain to a common location prior to leaving the site. Since 11.4 acres drain to a common location, a permanent sediment basin is proposed on site. The basin is sized to provide 3,600 cubic feet of storage below the outlet pipe per acre drained to the basin. This is demonstrated in Table 3. Stormwater Management Plan Monticello Public Works Facility City of Monticello WSB Project No. 022411-000 Page 4 Table 3: Deadpool Volume Requirements Required Deadpool Volume (cf) 41,040 Proposed Deadpool Volume (cf) 72,945 4.1.2 Volume Control Calculations The site is required to retain 1.1 inches of runoff from new or fully reconstructed impervious. Because the existing basin north of School Boulevard was sized and approved to treat a portion of runoff from the site, impervious routed to that basin receives adequate treatment via NURP standards. The existing NURP basin north of School Boulevard has a 5.2 acre-foot dead pool volume. The required dead pool volume for the existing direct watershed is 1.3 acre-feet, leaving 3.9 acre-feet of available treatment capacity. The proposed site will send 3.7 impervious acres to the existing pond. In total, 2 acre-feet of NURP volume will be required to treat the existing and proposed impervious directed to the basin which is below the dead pool volume that the pond provides. The amount of proposed site impervious that could be routed to the existing basin was limited by the capacity of the existing storm sewer under School Boulevard and rate control restrictions. The remainder of the impervious area that cannot be routed to the existing basin for treatment is treated via an onsite NURP and infiltration basin. Table 4 displays the required and provided water quality treatment volume. Table 4: Treatment Volumes Total Site Required Treatment Volume (cf) 48,886 Impervious Routed to Existing Basin (ac) 3.7 Impervious Requiring Onsite Treatment (ac) 8.5 Required Treatment Volume (cf) 33,941 Proposed Treatment Volume (cf) 39,488 The basin is required to drawdown within 48 hours. See Table 5 below. The provided volume is smaller than the volume that can drawdown within 48 hours. Table 5: Drawdown Volumes Volume that can drawdown in 48 hours (cf) 43,034 Provided Volume (cf) 39,488 4.1.3 Rate Control The site is required to manage stormwater runoff such that peak flow rates leaving the site are equal to or less than the existing rate leaving the site for the 2-, 10-, and 100 -year events. See Table 6 below for discharge rates for the existing and proposed conditions. Stormwater Management Plan Monticello Public Works Facility City of Monticello WSB Project No. 022411-000 Page 5 Table 6: Rate Control Discharge 2 -Year Storm 10 -Year Storm 100 -Year Storm Location (2.81") (4.20") (7.22') (cfs) (cfs) (cfs) E — Existing 6.21 13.19 30.09 Discharge E —Proposed 0.13 0.66 2.27 Discharge N — Existing 11.71 16.15 18.52 Discharge N — Proposed 11.53 16.02 18.52 Discharge NW — Existing 3.29 9.50 27.50 Discharge NW — Proposed 1.14 4.54 26.21 Discharge 4.1.4 Water Qualit)A Water quality for the south portion of the site routed to the onsite infiltration basin is met because volume control is met. For the runoff routed to the existing basin north of School Boulevard, MIDS Flexible Treatment Option 2 is met because 60% TP is removed from the proposed runoff. See Appendix B for MIDS calculations. 4.1.5 Freeboard Freeboard specifications require a 2 -foot separation from the 100 -year critical HWL and the low opening and low floor. The 100 -year HWL of the proposed basin is 954.9 feet, the snowmelt HWL of the proposed basin is 953.6 feet. The finished floor of the building is 971 feet. 16.1 feet of freeboard is provided. 4.1.6 Pond Design The pond must meet requirements outlined in the Engineering Design Standards. The maximum pond slopes above the outlet elevation are 4:1. The emergency overflow at 955 feet, is at least 1.5' below the lowest ground elevation adjacent to a structure which is 971 feet. In addition, the EOF is more than 2' below the lowest building opening which is 971 feet. The maximum flow depth in the EOF is 0.46 -feet in the back-to-back 100 -year storm which is less than the maximum allowable depth of one foot. The berm elevation is at 956, more than one foot above the 100 -year HWL. There is a safety/maintenance bench that is located from the pond outlet elevation, 951, to one foot above the pond outlet elevation, 950. The required maximum pond wet volume depth is 8 ft. The proposed basin has a maximum depth of 6 feet. All ponds must be graded to one foot below the design bottom elevation. This will be done during construction and is not shown on the plans. Stormwater Management Plan Monticello Public Works Facility City of Monticello WSB Project No. 022411-000 Page 6 The runoff volume to the basin in the 2.5" rainfall event is 1.65 acre-feet. The basin has 1.67 acre-feet of dead storage volume, meeting NURP requirements. 4.1.7 Infiltration Design An infiltration basin is proposed to treat most of the impervious from the site. There are predominantly B soils on site, shown in the Geotechnical report in the appendix. The infiltration rate is estimated to be 0.6 inches per hour. Pretreatment is provided via sump structures and a NURP cell. Infiltration practices are prohibited for runoff from fueling and vehicle maintenance areas. A small portion of the site runoff comes from a vehicle fueling area. This is proposed to be treated by a sump structure with an oil skimmer and is not directed towards the infiltration basin. 4.2 Storm Sewer Design Storm sewers must be designed for the 10 -year rainfall using the Rational Method. The minimum flow velocity is 3 fps and the maximum flow velocity is 12 fps. The storm sewer must be able to carry the 100 -year pond discharge in addition to the 10 -year flow. The maximum design flow at a catch basin inlet is 3 cfs. These requirements are met and are demonstrated in the storm sewer spreadsheet in Appendix D. Stormwater Management Plan Monticello Public Works Facility City of Monticello WSB Project No. 022411-000 Page 7 Appendix A Figure 1 — Existing Drainage Area Map Figure 2 — Proposed Drainage Area Map Figure 3 — Site Proposed Drainage Area Map Stormwater Management Plan Monticello Public Works Facility City of Monticello WSB Project No. 022411-000 Appendix 11 A � g5� •� g5a,-•: ,� - - 95� 944 9� 9 3y0 i 95sfrrrrr ,r % ,2 qS0 - X4.06 Q1 .1 =�. Alp TM ■'AYWARp cT'�l�;,. ED4 `') r ■ l p " -..f 55 .iG.9�ac 'a, F P a f5 57-L ,u ZOOS r _ z en 85 D.3 ac „^ rJ ■ ^' A m TH-07RP s '� ■Ell. 7- ry L 4 0 N r 4 .0 1S ,rj ►, OF 88TH -ST NE el— Apo l— a � � M I • y J .. �-�. `moi a l=� • � � 4v LLJ QUj � _ a 87TH S fVE •• e = Iwr _ jacc�i - - ri + w � a' _ ..� �. T. . • " + Legend �► �� A s Site Boundary • �' , s Existing Subwatersheds + Future Commercial CN Used in Existing Analysis per 2005 Design II _—. �r';• Storm Sewer HydroCAD Design Point - -7 � 4V Discharge Point Pond LOAR 85TH! ST NE.Index (10 ) �- • - ��w _ }�, Intermediate (T) Figure 1 - Existing Drainage Area Map ti Monticello Public Works Facility 0 400 Am--02�weuo- f=eet City of Monticello 1 inch = 400 feet Ws Tt, �i•1- i f ri • i yFr�#�w Irr�� II ���y '*" •NAYWARD CT 5 r _ -P Rr� LACF DR A 1 N r L� _ y 55 1 ac �rR� 4$ _ w 1OSP �t •� � o35-6 ac , R i7,5.P606SP _ -n r �.� -'rlY '�� •a r 1 4 D.1 at A a ��2:2,ac�� 148 ac 3SP ---+� - � o 4^. ]: r m e iMac.: ' . •9$P 1'3 ac 8P fi.8 ac 155P 15P ; HA m . i irlat 1.4 ac __ TH-�7AP — _ �- tr' ►_:' � � " T�. , 13SP j �.r - ' •' ac 03 l s: { 'L ' 1 • a...� _ 15 �O ii-�H�►� $ 68.9 ac { p 114.4 act METH ST NE l M ` OF 1 i•• ' i nt T o j y ,F w w LQ _ - Legend _ 87TH 5T NE z _ Ui Site Boundary Proposed Subwatersheds Storm Sewer Proposed Storm Sewer Proposed Impervious Major Proposed Contour Al W., a�� -'� Minor Proposed Contour Parcels Ow HydroCAD design Point - J 4W opDischarge Point Pond j - 85TH ST NE UDAR ,' •i —•� �]'' r Index (10') �° •• _ ' ' Lr r Intermediate (2') Figure 2 - Proposed Drainage Area Map Monticello Public Works Facility d 400 City of Monticello 1 inch 400 feet F eet V s bMtco 2 love c- *08 1- J0 m : NW r A 0 I6.9 ac r ► 0 'I r 4S T o - r r 35.6 ac is 1U5 4 ° SCq�C'ta' C � 95 • � f �l' / d ritle AR-1- 43 'Legend r0%i 12SP 2sP _ , Site Boundary O All Cn 1.1 ac 1.3ac — C Proposed Subwatersheds _ Storm Sewer o -t f ssP a do6.8 ac E Proposed Storm Sewer 00 4F �• • - 8P1 - •� Proposed Impervious Major Proposed Contour j 1.4 ac Minor Proposed Contour �r- - Parcels r HydroCAD Design Point Discharge Point `~ 135P3 ac r Pond i_ I>=7Aa Sol is "- Index (10') 68:9 ac � �,. Is Intermediate (2') Figure 3 - Site Proposed Drainage Area Map Monticello Public Warks Facility 0 130 , n'� Monticello City of Monticello V V 1 inch = 130 feet Feet Appendix B Existing HydroCAD Model Proposed HydroCAD Model MIDS Model Stormwater Management Plan Monticello Public Works Facility City of Monticello WSB Project No. 022411-000 Appendix I 9S' H. I TH-05SWEST OF LAND CKED MOBILE HOME PARK WET AND a To N 71and 7S 'v NW Q 1P 7S - EX LAND USE To NW Wetland E choo�L\pndO� O 5S - EX LAND USE 8S PLANNED RUNOFF TO STUB - 100YR STORM 6S RUNOFF MATCHES STUB CAPACITY 6S - EX LAND USE TH-07P � 4S O MOVIE EATER 4S - CONSIDERS PC NO FUTURE DEVEL 2S a 2S - EX LAND USE EastDischarg0 TH-U]AP STORAGE NORTH OF BILE HOM S 3S 1S 3S - EX LAND USE 1S - EX LAND USE Subcat Reach on Link 022411-000-ExCond-wSchoolPond Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) 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 2.81 2 2 10 -Year MSE 24 -hr 3 Default 24.00 1 4.20 2 3 100 -year MSE 24 -hr 3 Default 24.00 1 7.22 2 022411-000-ExCond-wSchoolPond Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 3 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 63.060 70 1/4 acre lots, 38% imp, HSG A (9S) 50.648 85 1/8 acre lots, 65% imp, HSG B (1S) 22.030 61 >75% Grass cover, Good, HSG B (3S, 4S, 5S, 6S) 12.000 98 Paved parking, HSG A (4S) 45.430 67 Row crops, straight row, Good, HSG A (9S) 25.093 78 Row crops, straight row, Good, HSG B (1 S, 2S) 5.938 98 Unconnected pavement, HSG B (5S, 7S) 20.334 92 Urban commercial, 85% imp, HSG B (4S, 8S) 1.220 98 Water Surface, HSG B (4S) 11.410 85 Wetland (9S) 8.277 65 Woods/grass comb., Fair, HSG B (7S) 3.310 58 Woods/grass comb., Good, HSG B (3S) 268.750 76 TOTAL AREA 022411-000-ExCond-wSchoolPond Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 4 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 120.490 HSG A 4S, 9S 136.850 HSG B 1 S, 2S, 3S, 4S, 5S, 6S, 7S, 8S 0.000 HSG C 0.000 HSG D 11.410 Other 9S 268.750 TOTAL AREA 022411-000-ExCond-wSchoolPond Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 5 Ground Covers (selected nodes) HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 63.060 0.000 0.000 0.000 0.000 0.000 50.648 0.000 0.000 0.000 0.000 22.030 0.000 0.000 0.000 12.000 0.000 0.000 0.000 0.000 45.430 25.093 0.000 0.000 0.000 0.000 5.938 0.000 0.000 0.000 0.000 20.334 0.000 0.000 0.000 0.000 1.220 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11.410 0.000 8.277 0.000 0.000 0.000 0.000 3.310 0.000 0.000 0.000 120.490 136.850 0.000 0.000 11.410 63.060 1/4 acre lots, 38% imp 9S 50.648 1/8 acre lots, 65% imp 1S 22.030 >75% Grass cover, Good 3S, 4S, 5S, 6S 12.000 Paved parking 4S 70.523 Row crops, straight row, Good is, 2S, 9S 5.938 Unconnected pavement 5S, 7S 20.334 Urban commercial, 85% imp 4S, 8S 1.220 Water Surface 4S 11.410 Wetland 9S 8.277 Woods/grass comb., Fair 7S 3.310 Woods/grass comb., Good 3S 268.750 TOTAL AREA 022411-000-ExCond-wSchoolPond Prepared by WSB & Associates Inc HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Printed 10/31/2023 Page 6 Pipe Listing (selected nodes) Line# Node In -Invert Out -Invert Length Slope n Width Diam/Height Inside -Fill Node Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name 1 4S 0.00 0.00 1,180.0 0.0120 0.013 0.0 24.0 0.0 2 1 P 945.95 943.54 115.0 0.0210 0.013 0.0 18.0 0.0 3 TH-07AP 958.72 958.25 127.0 0.0037 0.013 0.0 15.0 0.0 4 TH-07AP 958.25 957.51 329.0 0.0022 0.013 0.0 15.0 0.0 5 TH-07P 953.37 950.15 249.0 0.0129 0.013 0.0 24.0 0.0 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 7 Time span=0.00-90.00 hrs, dt=0.05 hrs, 1801 points Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: 1S - EX LAND USE Runoff Area=68.878 ac 47.80% Impervious Runoff Depth=1.55" Tc=100.0 min CN=70/98 Runoff=39.62 cfs 8.907 of Subcatchment 2S: 2S - EX LAND USE Runoff Area=6.863 ac 0.00% Impervious Runoff Depth=1.00" Flow Length=455' Tc=27.4 min CN=78/0 Runoff=6.21 cfs 0.569 of Subcatchment 3S: 3S - EX LAND USE Runoff Area=6.228 ac 0.00% Impervious Runoff Depth=0.24" Flow Length=536' Tc=58.8 min CN=59/0 Runoff=0.52 cfs 0.125 of Subcatchment 4S: 4S - CONSIDERS Runoff Area=35.615 ac 72.92% Impervious Runoff Depth=1.95" Flow Length=1,480' Tc=50.9 min CN=60/98 Runoff=40.95 cfs 5.797 of Subcatchment 5S: 5S - EX LAND USE Runoff Area=16.860 ac 32.46% Impervious Runoff Depth=1.04" Flow Length=1,113' Tc=45.7 min CN=61/98 Runoff=10.25 cfs 1.457 of Subcatchment 6S: 6S - EX LAND USE Runoff Area=0.330 ac 0.00% Impervious Runoff Depth=0.30" Flow Length=90' Slope=0.1100'/' Tc=7.1 min CN=61/0 Runoff=0.10 cfs 0.008 of Subcatchment 7S: 7S - EX LAND USE Runoff Area=8.742 ac 5.32% Impervious Runoff Depth=0.54" Flow Length=710' Tc=28.2 min CN=65/98 Runoff=3.29 cfs 0.391 of Subcatchment 8S: PLANNED RUNOFF TO Runoff Area=5.334 ac 85.00% Impervious Runoff Depth=2.22" Tc=20.0 min CN=58/98 Runoff=11.83 cfs 0.989 of Subcatchment 9S: TH-05S WEST OF Runoff Area=119.900 ac 19.99% Impervious Runoff Depth=0.80" Flow Length=3,300' Tc=102.4 min CN=63/98 Runoff=32.16 cfs 7.998 of Pond 1P: Ex School Blvd Pond Peak Elev=948.59' Storage=8.688 of Inflow=24.63 cfs 12.308 of Primary=11.71 cfs 12.240 of Secondary=0.00 cfs 0.000 of Outflow=11.71 cfs 12.240 of Pond TH-05P: LANDLOCKED WETLAND Peak EIev=943.04' Storage=8.172 of Inflow=33.04 cfs 8.389 of Discarded=0.19 cfs 1.171 of Primary=0.00 cfs 0.000 of Outflow=0.19 cfs 1.171 of Pond TH-07AP: STORAGE NORTH OF Peak EIev=961.70' Storage=5.71Oaf Inflow=41.34 cfs 9.602 of Discarded=3.42 cfs 5.507 of Primary=5.58 cfs 4.095 of Secondary=0.00 cfs 0.000 of Outflow=8.99 cfs 9.602 of Pond TH-07P: MOVIE THEATER POND Peak EIev=955.53' Storage=4.234 of Inflow=40.95 cfs 9.892 of Outflow=16.29 cfs 9.854 of Link E: East Discharge Inflow=6.21 cfs 0.569 of Primary=6.21 cfs 0.569 of Link N: To N Wetland Inf1ow=11.71 cfs 12.240 of Primary=11.71 cfs 12.240 of Link NW: To NW Wetland Inflow=3.29 cfs 0.391 of Primary=3.29 cfs 0.391 of 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 8 Total Runoff Area = 268.750 ac Runoff Volume = 26.242 of Average Runoff Depth = 1.17" 65.27% Pervious = 175.424 ac 34.73% Impervious = 93.326 ac 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 @2023 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1S: 1S - EX LAND USE Created by LK 8/7/2019 Runoff = 39.62 cfs @ 13.34 hrs, Volume= 8.907 af, Depth= 1.55" Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 50.648 85 1/8 acre lots, 65% imp, HSG B 18.230 78 Row crops, straiqht row, Good, HSG B 68.878 83 Weighted Average 35.957 70 52.20% Pervious Area 32.921 98 47.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 100.0 Direct Entry, Direct Entry Subcatchment IIS: 1 S - EX LAND USE Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ■ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 2S: 2S - EX LAND USE Runoff = 6.21 cfs @ 12.42 hrs, Volume= 0.569 af, Depth= 1.00" Routed to Link E : East Discharge Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 6.863 78 Row crops, straight row, Good, HSG B 6.863 78 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.9 300 0.0033 0.20 Sheet Flow, Cultivated: Residue<=20% n=0.060 P2=2.81" 2.5 155 0.0129 1.02 Shallow Concentrated Flow, Cultivated Straiaht Rows Kv= 9.0 fos 27.4 455 Total Subcatchment 2S: 2S - EX LAND USE Hydrograph ❑ Runoff 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 @2023 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 3S: 3S - EX LAND USE Runoff = 0.52 cfs @ 13.10 hrs, Volume= 0.125 af, Depth= 0.24" Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 3.310 58 Woods/grass comb., Good, HSG B 2.918 61 >75% Grass cover, Good, HSG B 6.228 59 Weighted Average 6.228 59 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 56.8 300 0.0067 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 2.0 236 0.0170 1.96 Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 fps 58.8 536 Total Subcatchment 3S: 3S - EX LAND USE Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ❑ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 4S: 4S - CONSIDERS FUTURE DEVEL Created by LK 8/7/2019 [47] Hint: Peak is 165% of capacity of segment #2 Runoff = 40.95 cfs @ 12.67 hrs, Volume= 5.797 af, Depth= 1.95" Routed to Pond TH-07P : MOVIE THEATER POND Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 12.000 98 Paved parking, HSG A 1.220 98 Water Surface, HSG B 7.395 61 >75% Grass cover, Good, HSG B 15.000 92 Urban commercial, 85% imp, HSG B 35.615 88 Weighted Average 9.645 60 27.08% Pervious Area 25.970 98 72.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.4 300 0.0100 0.10 Sheet Flow, Calculated GIS Grass: Dense n=0.240 P2=2.81" 2.5 1,180 0.0120 7.89 24.78 Pipe Channel, 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete sewer w/manholes & inlets 50.9 1,480 Total 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 13 N U Subcatchment 4S: 4S - CONSIDERS FUTURE DEVEL Hydrograph Time (hours) ❑ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 5S: 5S - EX LAND USE Runoff = 10.25 cfs @ 12.63 hrs, Volume= 1.457 af, Depth= 1.04" Routed to Pond 1 P : Ex School Blvd Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 5.473 98 Unconnected pavement, HSG B 11.387 61 >75% Grass cover, Good, HSG B 16.860 73 Weighted Average 11.387 61 67.54% Pervious Area 5.473 98 32.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 36.7 300 0.0200 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 0.9 113 0.0177 2.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 8.1 700 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fos 45.7 1,113 Total N w V 3 0 LL ■ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 6S: 6S - EX LAND USE Runoff = 0.10 cfs @ 12.18 hrs, Volume= 0.008 af, Depth= 0.30" Routed to Pond 1 P : Ex School Blvd Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 0.330 61 >75% Grass cover, Good, HSG B 0.330 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.1 90 0.1100 0.21 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" Subcatchment 6S: 6S - EX LAND USE Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ❑ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 7S: 7S - EX LAND USE Runoff = 3.29 cfs @ 12.47 hrs, Volume= 0.391 af, Depth= 0.54" Routed to Link NW: To NW Wetland Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 0.465 98 Unconnected pavement, HSG B 8.277 65 Woods/grass comb., Fair, HSG B 8.742 67 Weighted Average 8.277 65 94.68% Pervious Area 0.465 98 5.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 150 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.81" 2.2 280 0.0570 2.15 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 5.6 280 0.0143 0.84 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 28.2 710 Total N w V 3 0 LL Subcatchment 7S: 7S - EX LAND USE Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ■ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 17 mary for Subcatchment 8S: PLANNED RUNOFF TO STUB - 100YR STORM RUNOFF MATCHES STUB CAPS Runoff = 11.83 cfs @ 12.29 hrs, Volume= 0.989 af, Depth= 2.22" Routed to Pond 1 P : Ex School Blvd Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 5.334 92 Urban commercial, 85% imp, HSG B 0.800 58 15.00% Pervious Area 4.534 98 85.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment 8S: PLANNED RUNOFF TO STUB - 100YR STORM RUNOFF MATCHES STUB CAPACITY 1 1 1 1 N V 3 0 LL Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) � Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 9S: TH-05S WEST OF MOBILE HOME PARK KF Checked 06/12/19 Runoff = 32.16 cfs @ 13.41 hrs, Volume= 7.998 af, Depth= 0.80" Routed to Pond TH-05P : LANDLOCKED WETLAND Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 63.060 70 1/4 acre lots, 38% imp, HSG A 11.410 85 Wetland 45.430 67 Row crops, straight row, Good, HSG A 119.900 70 Weighted Average 95.937 63 80.01 % Pervious Area 23.963 98 19.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 63.9 300 0.0050 0.08 Sheet Flow, Grass: Dense n=0.240 P2=2.81" 33.7 1,000 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.8 2,000 0.0200 7.01 56.04 Channel Flow, Area= 8.0 sf Perim= 8.0' r= 1.00' n= 0.030 Earth, grassed & winding 102.4 3,300 Total 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 @2023 HydroCAD Software Solutions LLC Page 19 N U Subcatchment 9S: TH-05S WEST OF MOBILE HOME PARK Hydrograph Time (hours) ■ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 20 Summary for Pond 1 P: Ex School Blvd Pond Inflow Area = 140.108 ac, 49.17% Impervious, Inflow Depth > 1.05" for 2 -Year event Inflow = 24.63 cfs @ 12.76 hrs, Volume= 12.308 of Outflow = 11.71 cfs @ 16.02 hrs, Volume= 12.240 af, Atten= 52%, Lag= 196.0 min Primary = 11.71 cfs @ 16.02 hrs, Volume= 12.240 of Routed to Link N : To N Wetland Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Link NW: To NW Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs Starting Elev= 945.95' Surf.Area= 1.156 ac Storage= 5.212 of Peak Elev= 948.59' @ 16.02 hrs Surf.Area= 1.486 ac Storage= 8.688 of (3.476 of above start) Plug -Flow detention time= 674.2 min calculated for 7.028 of (57% of inflow) Center -of -Mass det. time= 220.9 min ( 1,252.4 - 1,031.6 ) Volume Invert Avail.Storage Storage Description #1 940.00' 14.670 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 940.00 0.550 0.000 0.000 942.00 0.800 1.350 1.350 944.00 0.980 1.780 3.130 946.00 1.160 2.140 5.270 948.00 1.400 2.560 7.830 950.00 1.690 3.090 10.920 952.00 2.060 3.750 14.670 Device Routing Invert Outlet Devices #1 Primary 945.95' 18.0" Round RCP -Round 18" L= 115.0' Ke= 0.500 Inlet/ Outlet Invert= 945.95'/ 943.54' S=0.0210'/' Cc= 0.900 n=0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 951.00' 10.0' long + 50.0 '/' SideZ x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=11.71 cfs @ 16.02 hrs HW=948.59' TW=0.00' (Dynamic Tailwater) L1=RCP_Round 18" (Inlet Controls 11.71 cfs @ 6.63 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=945.95' TW=0.00' (Dynamic Tailwater) 't2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 21 N V Pond 1P: Ex School Blvd Pond Hydrograph Time (hours) ■ Inflow ■ Outflow ■ Primary ■ Secondary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 22 Summary for Pond TH-05P: LANDLOCKED WETLAND Inflow Area = 128.642 ac, 18.99% Impervious, Inflow Depth = 0.78" for 2 -Year event Inflow = 33.04 cfs @ 13.39 hrs, Volume= 8.389 of Outflow = 0.19 cfs @ 25.86 hrs, Volume= 1.171 af, Atten= 99%, Lag= 748.3 min Discarded = 0.19 cfs @ 25.86 hrs, Volume= 1.171 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs Peak Elev= 943.04' @ 25.86 hrs Surf.Area= 3.123 ac Storage= 8.172 of Plug -Flow detention time= 2,366.0 min calculated for 1.170 of (14% of inflow) Center -of -Mass det. time= 2,153.8 min ( 3,038.4 - 884.6 ) Volume Invert Avail.Storage Storage Description #1 938.00' 126.200 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 938.00 0.380 0.000 0.000 940.00 1.300 1.680 1.680 942.00 2.340 3.640 5.320 944.00 3.840 6.180 11.500 946.00 5.230 9.070 20.570 952.00 16.710 65.820 86.390 954.00 23.100 39.810 126.200 Device Routing Invert Outlet Devices #1 Discarded 938.00' 0.060 in/hr Exfiltration over Surface area #2 Primary 953.00' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.19 cfs @ 25.86 hrs HW=943.04' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=938.00' (Free Discharge) 't2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 23 N V Pond TH-05P: LANDLOCKED WETLAND Hydrograph Time (hours) U Inflow ❑ Outflow ■ Discarded ■ Primary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 24 Summary for Pond TH-07AP: STORAGE NORTH OF MOBILE HOMES Created by LK 8/7/2019. Storage matches Lidar. Outlet matches as -built: https://datalink.wsbeng.com/DataLink-Monticello/AsBuilts/ST%20507.pdf Added flood elevation at 960. Added exfiltration. [58] Hint: Peaked 1.70' above defined flood level Inflow Area = 81.969 ac, 40.16% Impervious, Inflow Depth= 1.41" for 2 -Year event Inflow = 41.34 cfs @ 13.31 hrs, Volume= 9.602 of Outflow = 8.99 cfs @ 15.41 hrs, Volume= 9.602 af, Atten= 78%, Lag= 125.5 min Discarded = 3.42 cfs @ 15.41 hrs, Volume= 5.507 of Primary = 5.58 cfs @ 15.41 hrs, Volume= 4.095 of Routed to Pond TH-07P : MOVIE THEATER POND Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Pond TH-07P : MOVIE THEATER POND Routing by Dyn-Stor-Ind method, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs Peak Elev= 961.70' @ 15.41 hrs Surf.Area= 1.695 ac Storage= 5.710 of Flood Elev= 960.00' Surf.Area= 1.150 ac Storage= 3.290 of Plug -Flow detention time= 484.7 min calculated for 9.597 of (100% of inflow) Center -of -Mass det. time= 485.4 min ( 1,346.1 - 860.7 ) Volume Invert Avail.Storage Storage Description #1 954.00' 23.140 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.00 0.020 0.000 0.000 956.00 0.350 0.370 0.370 958.00 0.710 1.060 1.430 960.00 1.150 1.860 3.290 962.00 1.790 2.940 6.230 964.00 3.780 5.570 11.800 966.00 7.560 11.340 23.140 Device Routing Invert Outlet Devices #1 Device 3 958.72' 15.0" Round RCP -Round 15" L= 127.0' Ke= 0.500 Inlet / Outlet Invert= 958.72'/ 958.25' S= 0.0037 T Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 3 963.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 958.25' 15.0" Round Culvert L= 329.0' Ke= 0.500 Inlet / Outlet Invert= 958.25'/ 957.51' S= 0.0022 T Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 1.23 sf #4 Discarded 954.00' 2.000 in/hr Exfiltration over Surface area #5 Secondary 965.00' 10.0' long 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 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 25 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=3.42 cfs @ 15.41 hrs HW=961.70' (Free Discharge) L4=Exfiltration (Exfiltration Controls 3.42 cfs) Primary OutFlow Max=5.58 cfs @ 15.41 hrs HW=961.70' TW=955.05' (Dynamic Tailwater) L3=Culvert (Barrel Controls 5.58 cfs @ 4.54 fps) �__2=0rifice/G 1=RCP_Round15" (Passes 5.58 cfs of 6.92 cfs potential flow) rate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.00' TW=953.37' (Dynamic Tailwater) L5= Broad -Crested Rectangular Weir ( Controls 0.00 cfs) VJ V 3 0 LL Pond TH-07AP: STORAGE NORTH OF MOBILE HOMES Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 26 Summary for Pond TH-07P: MOVIE THEATER POND Created by LK 8/7/2019 Storage matches Lidar. Outlet matches as -built: https://datalink.wsbeng.com/DataLink-Monticello/AsBuilts/ST%20440.pdf Inflow Area = 117.584 ac, 50.08% Impervious, Inflow Depth = 1.01" for 2 -Year event Inflow = 40.95 cfs @ 12.67 hrs, Volume= 9.892 of Outflow = 16.29 cfs @ 13.57 hrs, Volume= 9.854 af, Atten= 60%, Lag= 54.5 min Primary = 16.29 cfs @ 13.57 hrs, Volume= 9.854 of Routed to Pond 1 P : Ex School Blvd Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs Starting Elev= 953.37' Surf.Area= 1.122 ac Storage= 1.471 of Peak Elev= 955.53' @ 13.57 hrs Surf.Area= 1.401 ac Storage= 4.234 of (2.763 of above start) Plug -Flow detention time= 297.6 min calculated for 8.383 of (85% of inflow) Center -of -Mass det. time= 167.5 min ( 1,089.9 - 922.4 ) Volume Invert Avail.Storage Storage Description #1 951.87' 15.795 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 951.87 0.840 0.000 0.000 954.00 1.240 2.215 2.215 956.00 1.450 2.690 4.905 958.00 1.660 3.110 8.015 960.00 1.870 3.530 11.545 962.00 2.380 4.250 15.795 Device Routing Invert Outlet Devices #1 Device 2 959.02' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 953.37' 24.0" Round RCP -Round 24" L= 249.0' Ke= 0.500 Inlet/ Outlet Invert= 953.37'/ 950.15' S=0.0129'/' Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf #3 Device 2 951.87' 24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=16.28 cfs @ 13.57 hrs HW=955.53' TW=947.96' (Dynamic Tailwater) L2=RCP_Round 24" (Inlet Controls 16.28 cfs @ 5.18 fps) 1=Orifice/Grate ( Controls 0.00 cfs) L3=Orifice/G rate (Passes 16.28 cfs of 22.23 cfs potential flow) 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 27 N V Pond TH-07P: MOVIE THEATER POND Hydrograph Time (hours) ❑ Inflow ❑ Primary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 28 Summary for Link E: East Discharge Inflow Area = 6.863 ac, 0.00% Impervious, Inflow Depth = 1.00" for 2 -Year event Inflow = 6.21 cfs @ 12.42 hrs, Volume= 0.569 of Primary = 6.21 cfs @ 12.42 hrs, Volume= 0.569 af, Atten= 0%, Lag= 0.0 min Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Primary outflow = Inflow, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs N U 3 0 LL Link E: East Discharge Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ❑ Inflow ❑ Primary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 29 Summary for Link N: To N Wetland Inflow Area = 140.108 ac, 49.17% Impervious, Inflow Depth > 1.05" for 2 -Year event Inflow = 11.71 cfs @ 16.02 hrs, Volume= 12.240 of Primary = 11.71 cfs @ 16.02 hrs, Volume= 12.240 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs 1 1 1 1 N w V 3 0 LL Link N: To N Wetland Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ❑ Inflow ❑ Primary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 30 Summary for Link NW: To NW Wetland Inflow Area = 8.742 ac, 5.32% Impervious, Inflow Depth = 0.54" for 2 -Year event Inflow = 3.29 cfs @ 12.47 hrs, Volume= 0.391 of Primary = 3.29 cfs @ 12.47 hrs, Volume= 0.391 af, Atten= 0%, Lag= 0.0 min Routed to Pond TH-05P : LANDLOCKED WETLAND Primary outflow = Inflow, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs N U 3 0 ❑ Link NW: To NW Wetland Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ❑ Inflow ❑ Primary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 31 Time span=0.00-90.00 hrs, dt=0.05 hrs, 1801 points Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: 1S - EX LAND USE Runoff Area=68.878 ac 47.80% Impervious Runoff Depth=2.66" Tc=100.0 min CN=70/98 Runoff=68.81 cfs 15.266 of Subcatchment 2S: 2S - EX LAND USE Runoff Area=6.863 ac 0.00% Impervious Runoff Depth=2.05" Flow Length=455' Tc=27.4 min CN=78/0 Runoff=13.19 cfs 1.171 of Subcatchment 3S: 3S - EX LAND USE Runoff Area=6.228 ac 0.00% Impervious Runoff Depth=0.81" Flow Length=536' Tc=58.8 min CN=59/0 Runoff=2.42 cfs 0.420 of Subcatchment 4S: 4S - CONSIDERS Runoff Area=35.615 ac 72.92% Impervious Runoff Depth=3.12" Flow Length=1,480' Tc=50.9 min CN=60/98 Runoff=64.89 cfs 9.273 of Subcatchment 5S: 5S - EX LAND USE Runoff Area=16.860 ac 32.46% Impervious Runoff Depth=1.91" Flow Length=1,113' Tc=45.7 min CN=61/98 Runoff=19.56 cfs 2.678 of Subcatchment 6S: 6S - EX LAND USE Runoff Area=0.330 ac 0.00% Impervious Runoff Depth=0.92" Flow Length=90' Slope=0.1 1007' Tc=7.1 min CN=61/0 Runoff=0.48 cfs 0.025 of Subcatchment 7S: 7S - EX LAND USE Runoff Area=8.742 ac 5.32% Impervious Runoff Depth=1.30" Flow Length=710' Tc=28.2 min CN=65/98 Runoff=9.50 cfs 0.944 of Subcatchment 8S: PLANNED RUNOFF TO Runoff Area=5.334 ac 85.00% Impervious Runoff Depth=3.48" Tc=20.0 min CN=58/98 Runoff=18.27 cfs 1.548 of Subcatchment 9S: TH-05S WEST OF Runoff Area=119.900 ac 19.99% Impervious Runoff Depth=1.62" Flow Length=3,300' Tc=102.4 min CN=63/98 Runoff=68.50 cfs 16.141 of Pond 1P: Ex School Blvd Pond Peak EIev=950.30' Storage=11.438 of Inflow=41.90 cfs 21.347 of Primary=16.15 cfs 21.273 of Secondary=0.00 cfs 0.000 of Outflow=16.15 cfs 21.273 of Pond TH-05P: LANDLOCKED WETLAND Peak EIev=945.23' Storage=16.757 of Inflow=70.46 cfs 17.085 of Discarded=0.28 cfs 1.780 of Primary=0.00 cfs 0.000 of Outflow=0.28 cfs 1.780 of Pond TH-07AP: STORAGE NORTH OF Peak EIev=963.61' Storage=10.395 of Inflow=73.00 cfs 16.857 of Discarded=6.84 cfs 8.994 of Primary=7.16 cfs 7.863 of Secondary=0.00 cfs 0.000 of Outflow=14.00 cfs 16.857 of Pond TH-07P: MOVIE THEATER POND Peak EIev=956.75' Storage=6.025 of Inflow=66.27 cfs 17.136 of Outflow=23.35 cfs 17.096 of Link E: East Discharge Inflow= 13.19 cfs 1.171 of Primary=13.19 cfs 1.171 of Link N: To N Wetland Inflow=16.15 cfs 21.273 of Primary=16.15 cfs 21.273 of Link NW: To NW Wetland Inflow=9.50 cfs 0.944 of Primary=9.50 cfs 0.944 of 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 32 Total Runoff Area = 268.750 ac Runoff Volume = 47.466 of Average Runoff Depth = 2.12" 65.27% Pervious = 175.424 ac 34.73% Impervious = 93.326 ac 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 1S: 1S - EX LAND USE Created by LK 8/7/2019 Runoff = 68.81 cfs @ 13.34 hrs, Volume= 15.266 af, Depth= 2.66" Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 50.648 85 1/8 acre lots, 65% imp, HSG B 18.230 78 Row crops, straiqht row, Good, HSG B 68.878 83 Weighted Average 35.957 70 52.20% Pervious Area 32.921 98 47.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 100.0 Direct Entry, Direct Entry Subcatchment IIS: 1 S - EX LAND USE Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ■ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 2S: 2S - EX LAND USE Runoff = 13.19 cfs @ 12.40 hrs, Volume= 1.171 af, Depth= 2.05" Routed to Link E : East Discharge Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 6.863 78 Row crops, straight row, Good, HSG B 6.863 78 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.9 300 0.0033 0.20 Sheet Flow, Cultivated: Residue<=20% n= 0.060 P2= 2.81" 2.5 155 0.0129 1.02 Shallow Concentrated Flow, Cultivated Straiqht Rows Kv= 9.0 fps 27.4 455 Total Subcatchment 2S: 2S - EX LAND USE Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ■ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment 3S: 3S - EX LAND USE Runoff = 2.42 cfs @ 12.93 hrs, Volume= 0.420 af, Depth= 0.81" Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 3.310 58 Woods/grass comb., Good, HSG B 2.918 61 >75% Grass cover, Good, HSG B 6.228 59 Weighted Average 6.228 59 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 56.8 300 0.0067 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 2.0 236 0.0170 1.96 Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 fps 58.8 536 Total Subcatchment 3S: 3S - EX LAND USE Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ❑ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 4S: 4S - CONSIDERS FUTURE DEVEL Created by LK 8/7/2019 [47] Hint: Peak is 262% of capacity of segment #2 Runoff = 64.89 cfs @ 12.67 hrs, Volume= 9.273 af, Depth= 3.12" Routed to Pond TH-07P : MOVIE THEATER POND Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 12.000 98 Paved parking, HSG A 1.220 98 Water Surface, HSG B 7.395 61 >75% Grass cover, Good, HSG B 15.000 92 Urban commercial, 85% imp, HSG B 35.615 88 Weighted Average 9.645 60 27.08% Pervious Area 25.970 98 72.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.4 300 0.0100 0.10 Sheet Flow, Calculated GIS Grass: Dense n=0.240 P2=2.81" 2.5 1,180 0.0120 7.89 24.78 Pipe Channel, 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete sewer w/manholes & inlets 50.9 1,480 Total 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 37 N U Subcatchment 4S: 4S - CONSIDERS FUTURE DEVEL Hydrograph Time (hours) ■ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 5S: 5S - EX LAND USE Runoff = 19.56 cfs @ 12.64 hrs, Volume= 2.678 af, Depth= 1.91" Routed to Pond 1 P : Ex School Blvd Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 5.473 98 Unconnected pavement, HSG B 11.387 61 >75% Grass cover, Good, HSG B 16.860 73 Weighted Average 11.387 61 67.54% Pervious Area 5.473 98 32.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 36.7 300 0.0200 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 0.9 113 0.0177 2.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 8.1 700 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fos 45.7 1,113 Total N w V 3 0 LL Subcatchment 5S: 5S - EX LAND USE Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ■ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 6S: 6S - EX LAND USE Runoff = 0.48 cfs @ 12.16 hrs, Volume= 0.025 af, Depth= 0.92" Routed to Pond 1 P : Ex School Blvd Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 0.330 61 >75% Grass cover, Good, HSG B 0.330 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.1 90 0.1100 0.21 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" Subcatchment 6S: 6S - EX LAND USE Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ❑ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 7S: 7S - EX LAND USE Runoff = 9.50 cfs @ 12.43 hrs, Volume= 0.944 af, Depth= 1.30" Routed to Link NW: To NW Wetland Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 0.465 98 Unconnected pavement, HSG B 8.277 65 Woods/grass comb., Fair, HSG B 8.742 67 Weighted Average 8.277 65 94.68% Pervious Area 0.465 98 5.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 150 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.81" 2.2 280 0.0570 2.15 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 5.6 280 0.0143 0.84 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 28.2 710 Total N w V 3 0 LL Subcatchment 7S: 7S - EX LAND USE Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ■ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 41 mary for Subcatchment 8S: PLANNED RUNOFF TO STUB - 100YR STORM RUNOFF MATCHES STUB CAPS Runoff = 18.27 cfs @ 12.29 hrs, Volume= 1.548 af, Depth= 3.48" Routed to Pond 1 P : Ex School Blvd Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 5.334 92 Urban commercial, 85% imp, HSG B 0.800 58 15.00% Pervious Area 4.534 98 85.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment 8S: PLANNED RUNOFF TO STUB - 100YR STORM RUNOFF MATCHES STUB CAPACITY Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ❑ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment 9S: TH-05S WEST OF MOBILE HOME PARK KF Checked 06/12/19 [47] Hint: Peak is 122% of capacity of segment #3 Runoff = 68.50 cfs @ 13.41 hrs, Volume= 16.141 af, Depth= 1.62" Routed to Pond TH-05P : LANDLOCKED WETLAND Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 63.060 70 1/4 acre lots, 38% imp, HSG A 11.410 85 Wetland 45.430 67 Row crops, straight row, Good, HSG A 119.900 70 Weighted Average 95.937 63 80.01 % Pervious Area 23.963 98 19.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 63.9 300 0.0050 0.08 Sheet Flow, Grass: Dense n=0.240 P2=2.81" 33.7 1,000 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.8 2,000 0.0200 7.01 56.04 Channel Flow, Area= 8.0 sf Perim= 8.0' r= 1.00' n= 0.030 Earth, qrassed & winding 102.4 3,300 Total 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 43 N U Subcatchment 9S: TH-05S WEST OF MOBILE HOME PARK Hydrograph Time (hours) ■ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 44 Summary for Pond 1 P: Ex School Blvd Pond Inflow Area = 140.108 ac, 49.17% Impervious, Inflow Depth > 1.83" for 10 -Year event Inflow = 41.90 cfs @ 12.63 hrs, Volume= 21.347 of Outflow = 16.15 cfs @ 17.10 hrs, Volume= 21.273 af, Atten= 61 %, Lag= 268.8 min Primary = 16.15 cfs @ 17.10 hrs, Volume= 21.273 of Routed to Link N : To N Wetland Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Link NW: To NW Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs Starting Elev= 945.95' Surf.Area= 1.156 ac Storage= 5.212 of Peak Elev= 950.30' @ 17.10 hrs Surf.Area= 1.746 ac Storage= 11.438 of (6.226 of above start) Plug -Flow detention time= 567.5 min calculated for 16.061 of (75% of inflow) Center -of -Mass det. time= 247.5 min ( 1,321.1 - 1,073.6 ) Volume Invert Avail.Storage Storage Description #1 940.00' 14.670 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 940.00 0.550 0.000 0.000 942.00 0.800 1.350 1.350 944.00 0.980 1.780 3.130 946.00 1.160 2.140 5.270 948.00 1.400 2.560 7.830 950.00 1.690 3.090 10.920 952.00 2.060 3.750 14.670 Device Routing Invert Outlet Devices #1 Primary 945.95' 18.0" Round RCP -Round 18" L= 115.0' Ke= 0.500 Inlet/ Outlet Invert= 945.95'/ 943.54' S=0.0210'/' Cc= 0.900 n=0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 951.00' 10.0' long + 50.0 '/' SideZ x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=16.15 cfs @ 17.10 hrs HW=950.30' TW=0.00' (Dynamic Tailwater) L1=RCP_Round 18" (Inlet Controls 16.15 cfs @ 9.14 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=945.95' TW=0.00' (Dynamic Tailwater) 't2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 45 N V Pond 1P: Ex School Blvd Pond Hydrograph Time (hours) ■ Inflow ■ Outflow ■ Primary ■ Secondary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 46 Summary for Pond TH-05P: LANDLOCKED WETLAND Inflow Area = 128.642 ac, 18.99% Impervious, Inflow Depth = 1.59" for 10 -Year event Inflow = 70.46 cfs @ 13.39 hrs, Volume= 17.085 of Outflow = 0.28 cfs @ 26.03 hrs, Volume= 1.780 af, Atten= 100%, Lag= 758.1 min Discarded = 0.28 cfs @ 26.03 hrs, Volume= 1.780 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs Peak Elev= 945.23'@ 26.03 hrs Surf.Area= 4.696 ac Storage= 16.757 of Plug -Flow detention time= 2,404.9 min calculated for 1.779 of (10% of inflow) Center -of -Mass det. time= 2,173.7 min ( 3,056.0 - 882.3 ) Volume Invert Avail.Storage Storage Description #1 938.00' 126.200 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 938.00 0.380 0.000 0.000 940.00 1.300 1.680 1.680 942.00 2.340 3.640 5.320 944.00 3.840 6.180 11.500 946.00 5.230 9.070 20.570 952.00 16.710 65.820 86.390 954.00 23.100 39.810 126.200 Device Routing Invert Outlet Devices #1 Discarded 938.00' 0.060 in/hr Exfiltration over Surface area #2 Primary 953.00' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.28 cfs @ 26.03 hrs HW=945.23' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.28 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=938.00' (Free Discharge) 't2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 47 VJ V Pond TH-05P: LANDLOCKED WETLAND Hydrograph Time (hours) IInflow Outflow Discarded Primary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 48 Summary for Pond TH-07AP: STORAGE NORTH OF MOBILE HOMES Created by LK 8/7/2019. Storage matches Lidar. Outlet matches as -built: https://datalink.wsbeng.com/DataLink-Monticello/AsBuilts/ST%20507.pdf Added flood elevation at 960. Added exfiltration. [58] Hint: Peaked 3.61' above defined flood level Inflow Area = 81.969 ac, 40.16% Impervious, Inflow Depth = 2.47" for 10 -Year event Inflow = 73.00 cfs @ 13.28 hrs, Volume= 16.857 of Outflow = 14.00 cfs @ 15.55 hrs, Volume= 16.857 af, Atten= 81 %, Lag= 136.5 min Discarded = 6.84 cfs @ 15.55 hrs, Volume= 8.994 of Primary = 7.16 cfs @ 15.55 hrs, Volume= 7.863 of Routed to Pond TH-07P : MOVIE THEATER POND Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Pond TH-07P : MOVIE THEATER POND Routing by Dyn-Stor-Ind method, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs Peak Elev= 963.61' @ 15.55 hrs Surf.Area= 3.390 ac Storage= 10.395 of Flood Elev= 960.00' Surf.Area= 1.150 ac Storage= 3.290 of Plug -Flow detention time= 504.6 min calculated for 16.848 of (100% of inflow) Center -of -Mass det. time= 505.4 min ( 1,361.9 - 856.5 ) Volume Invert Avail.Storage Storage Description #1 954.00' 23.140 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.00 0.020 0.000 0.000 956.00 0.350 0.370 0.370 958.00 0.710 1.060 1.430 960.00 1.150 1.860 3.290 962.00 1.790 2.940 6.230 964.00 3.780 5.570 11.800 966.00 7.560 11.340 23.140 Device Routing Invert Outlet Devices #1 Device 3 958.72' 15.0" Round RCP -Round 15" L= 127.0' Ke= 0.500 Inlet / Outlet Invert= 958.72'/ 958.25' S= 0.0037 T Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 3 963.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 958.25' 15.0" Round Culvert L= 329.0' Ke= 0.500 Inlet / Outlet Invert= 958.25'/ 957.51' S= 0.0022 T Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 1.23 sf #4 Discarded 954.00' 2.000 in/hr Exfiltration over Surface area #5 Secondary 965.00' 10.0' long 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 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 49 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=6.84 cfs @ 15.55 hrs HW=963.61' (Free Discharge) L4=Exfiltration (Exfiltration Controls 6.84 cfs) Primary OutFlow Max=7.16 cfs @ 15.55 hrs HW=963.61' TW=955.99' (Dynamic Tailwater) L3=Culvert (Barrel Controls 7.16 cfs @ 5.83 fps) �__2=0rifice/G 1=RCP_Round15" (Passes < 9.45 cfs potential flow) rate (Passes < 19.49 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.00' TW=953.37' (Dynamic Tailwater) L5= Broad -Crested Rectangular Weir ( Controls 0.00 cfs) N V 3 0 LL Pond TH-07AP: STORAGE NORTH OF MOBILE HOMES Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 50 Summary for Pond TH-07P: MOVIE THEATER POND Created by LK 8/7/2019 Storage matches Lidar. Outlet matches as -built: https://datalink.wsbeng.com/DataLink-Monticello/AsBuilts/ST%20440.pdf Inflow Area = 117.584 ac, 50.08% Impervious, Inflow Depth = 1.75" for 10 -Year event Inflow = 66.27 cfs @ 12.70 hrs, Volume= 17.136 of Outflow = 23.35 cfs @ 13.67 hrs, Volume= 17.096 af, Atten= 65%, Lag= 58.0 min Primary = 23.35 cfs @ 13.67 hrs, Volume= 17.096 of Routed to Pond 1 P : Ex School Blvd Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs Starting Elev= 953.37' Surf.Area= 1.122 ac Storage= 1.471 of Peak Elev= 956.75' @ 13.67 hrs Surf.Area= 1.529 ac Storage= 6.025 of (4.554 of above start) Plug -Flow detention time= 254.0 min calculated for 15.616 of (91 % of inflow) Center -of -Mass det. time= 154.4 min ( 1,142.2 - 987.8 ) Volume Invert Avail.Storage Storage Description #1 951.87' 15.795 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 951.87 0.840 0.000 0.000 954.00 1.240 2.215 2.215 956.00 1.450 2.690 4.905 958.00 1.660 3.110 8.015 960.00 1.870 3.530 11.545 962.00 2.380 4.250 15.795 Device Routing Invert Outlet Devices #1 Device 2 959.02' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 953.37' 24.0" Round RCP -Round 24" L= 249.0' Ke= 0.500 Inlet/ Outlet Invert= 953.37'/ 950.15' S=0.0129'/' Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf #3 Device 2 951.87' 24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=23.34 cfs @ 13.67 hrs HW=956.75' TW=949.19' (Dynamic Tailwater) L2=RCP_Round 24" (Inlet Controls 23.34 cfs @ 7.43 fps) 1=Orifice/Grate ( Controls 0.00 cfs) L3=Orifice/G rate (Passes 23.34 cfs of 27.82 cfs potential flow) 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 51 N V Pond TH-07P: MOVIE THEATER POND Hydrograph Time (hours) ❑ Inflow ❑ Primary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 52 Summary for Link E: East Discharge Inflow Area = 6.863 ac, 0.00% Impervious, Inflow Depth = 2.05" for 10 -Year event Inflow = 13.19 cfs @ 12.40 hrs, Volume= 1.171 of Primary = 13.19 cfs @ 12.40 hrs, Volume= 1.171 af, Atten= 0%, Lag= 0.0 min Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Primary outflow = Inflow, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs V! w V 3 0 LL Link E: East Discharge Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ❑ Inflow ❑ Primary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 53 Summary for Link N: To N Wetland Inflow Area = 140.108 ac, 49.17% Impervious, Inflow Depth > 1.82" for 10 -Year event Inflow = 16.15 cfs @ 17.10 hrs, Volume= 21.273 of Primary = 16.15 cfs @ 17.10 hrs, Volume= 21.273 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs 1 1 1 1 1 1 1 1 w 1 0 3 0 LL Link N: To N Wetland Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ❑ Inflow ❑ Primary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 54 Summary for Link NW: To NW Wetland Inflow Area = 8.742 ac, 5.32% Impervious, Inflow Depth = 1.30" for 10 -Year event Inflow = 9.50 cfs @ 12.43 hrs, Volume= 0.944 of Primary = 9.50 cfs @ 12.43 hrs, Volume= 0.944 af, Atten= 0%, Lag= 0.0 min Routed to Pond TH-05P : LANDLOCKED WETLAND Primary outflow = Inflow, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs ❑ Inflow ❑ Primary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 55 Time span=0.00-90.00 hrs, dt=0.05 hrs, 1801 points Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: 1S - EX LAND USE Runoff Area=68.878 ac 47.80% Impervious Runoff Depth=5.32" Tc=100.0 min CN=70/98 Runoff=139.60 cfs 30.544 of Subcatchment 2S: 2S - EX LAND USE Runoff Area=6.863 ac 0.00% Impervious Runoff Depth=4.67" Flow Length=455' Tc=27.4 min CN=78/0 Runoff=30.09 cfs 2.674 of Subcatchment 3S: 3S - EX LAND USE Runoff Area=6.228 ac 0.00% Impervious Runoff Depth=2.66" Flow Length=536' Tc=58.8 min CN=59/0 Runoff=9.36 cfs 1.380 of Subcatchment 4S: 4S - CONSIDERS Runoff Area=35.615 ac 72.92% Impervious Runoff Depth=5.84" Flow Length=1,480' Tc=50.9 min CN=60/98 Runoff=121.46 cfs 17.326 of Subcatchment 5S: 5S - EX LAND USE Runoff Area=16.860 ac 32.46% Impervious Runoff Depth=4.20" Flow Length=1,113' Tc=45.7 min CN=61/98 Runoff=45.48 cfs 5.899 of Subcatchment 6S: 6S - EX LAND USE Runoff Area=0.330 ac 0.00% Impervious Runoff Depth=2.86" Flow Length=90' Slope=0.1 1007' Tc=7.1 min CN=61/0 Runoff=1.63 cfs 0.079 of Subcatchment 7S: 7S - EX LAND USE Runoff Area=8.742 ac 5.32% Impervious Runoff Depth=3.47" Flow Length=710' Tc=28.2 min CN=65/98 Runoff=27.50 cfs 2.528 of Subcatchment 8S: PLANNED RUNOFF TO Runoff Area=5.334 ac 85.00% Impervious Runoff Depth=6.32" Tc=20.0 min CN=58/98 Runoff=32.91 cfs 2.808 of Subcatchment 9S: TH-05S WEST OF Runoff Area=119.900 ac 19.99% Impervious Runoff Depth=3.85" Flow Length=3,300' Tc=102.4 min CN=63/98 Runoff=173.68 cfs 38.455 of Pond 1P: Ex School Blvd Pond Peak Elev=951.44' Storage=13.542 of Inflow=82.33 cfs 42.843 of Primary=18.52 cfs 33.278 of Secondary=21.54 cfs 9.482 of Outflow=40.06 cfs 42.761 of Pond TH-05P: LANDLOCKED WETLAND Peak Elev=949.43' Storage=49.722 of Inflow=183.08 cfs 50.466 of Discarded=0.71 cfs 4.387 of Primary=0.00 cfs 0.000 of Outflow=0.71 cfs 4.387 of Pond TH-07AP: STORAGE NORTH OF Peak Elev=965.73' Storage=21.144 of Inflow=151.10 cfs 34.598 of Discarded=14.20 cfs 17.822 of Primary=8.31 cfs 13.022 of Secondary=16.65 cfs 3.754 of Outflow=38.90 cfs 34.598 of Pond TH-07P: MOVIE THEATER POND Peak Elev=959.62' Storage=10.837 of Inflow=127.08 cfs 34.102 of Outflow=32.11 cfs 34.057 of Link E: East Discharge Link N: To N Wetland Link NW: To NW Wetland Inflow=30.09 cfs 2.674 of Primary=30.09 cfs 2.674 of Inflow=18.52 cfs 33.278 of Primary=18.52 cfs 33.278 of Inflow=27.50 cfs 12.011 of Primary=27.50 cfs 12.011 of 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 56 Total Runoff Area = 268.750 ac Runoff Volume = 101.694 of Average Runoff Depth = 4.54" 65.27% Pervious = 175.424 ac 34.73% Impervious = 93.326 ac 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 57 Summary for Subcatchment 1S: 1S - EX LAND USE Created by LK 8/7/2019 Runoff = 139.60 cfs @ 13.32 hrs, Volume= 30.544 af, Depth= 5.32" Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 50.648 85 1/8 acre lots, 65% imp, HSG B 18.230 78 Row crops, straiqht row, Good, HSG B 68.878 83 Weighted Average 35.957 70 52.20% Pervious Area 32.921 98 47.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 100.0 Direct Entry, Direct Entry Subcatchment IIS: 1 S - EX LAND USE Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ■ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment 2S: 2S - EX LAND USE Runoff = 30.09 cfs @ 12.39 hrs, Volume= 2.674 af, Depth= 4.67" Routed to Link E : East Discharge Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 6.863 78 Row crops, straight row, Good, HSG B 6.863 78 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.9 300 0.0033 0.20 Sheet Flow, Cultivated: Residue<=20% n= 0.060 P2= 2.81" 2.5 155 0.0129 1.02 Shallow Concentrated Flow, Cultivated Straiqht Rows Kv= 9.0 fps 27.4 455 Total N V 3 0 LL ■ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 59 Summary for Subcatchment 3S: 3S - EX LAND USE Runoff = 9.36 cfs @ 12.85 hrs, Volume= 1.380 af, Depth= 2.66" Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 3.310 58 Woods/grass comb., Good, HSG B 2.918 61 >75% Grass cover, Good, HSG B 6.228 59 Weighted Average 6.228 59 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 56.8 300 0.0067 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 2.0 236 0.0170 1.96 Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 fps 58.8 536 Total Subcatchment 3S: 3S - EX LAND USE Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ❑ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 60 Summary for Subcatchment 4S: 4S - CONSIDERS FUTURE DEVEL Created by LK 8/7/2019 [47] Hint: Peak is 490% of capacity of segment #2 Runoff = 121.46 cfs @ 12.67 hrs, Volume= 17.326 af, Depth= 5.84" Routed to Pond TH-07P : MOVIE THEATER POND Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 12.000 98 Paved parking, HSG A 1.220 98 Water Surface, HSG B 7.395 61 >75% Grass cover, Good, HSG B 15.000 92 Urban commercial, 85% imp, HSG B 35.615 88 Weighted Average 9.645 60 27.08% Pervious Area 25.970 98 72.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.4 300 0.0100 0.10 Sheet Flow, Calculated GIS Grass: Dense n=0.240 P2=2.81" 2.5 1,180 0.0120 7.89 24.78 Pipe Channel, 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete sewer w/manholes & inlets 50.9 1,480 Total 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 61 N w V Subcatchment 4S: 4S - CONSIDERS FUTURE DEVEL Hydrograph Time (hours) ■ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 62 Summary for Subcatchment 5S: 5S - EX LAND USE Runoff = 45.48 cfs @ 12.63 hrs, Volume= 5.899 af, Depth= 4.20" Routed to Pond 1 P : Ex School Blvd Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 5.473 98 Unconnected pavement, HSG B 11.387 61 >75% Grass cover, Good, HSG B 16.860 73 Weighted Average 11.387 61 67.54% Pervious Area 5.473 98 32.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 36.7 300 0.0200 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 0.9 113 0.0177 2.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 8.1 700 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fos 45.7 1,113 Total N w V 3 0 LL Subcatchment 5S: 5S - EX LAND USE Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ■ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 63 Summary for Subcatchment 6S: 6S - EX LAND USE Runoff = 1.63 cfs @ 12.15 hrs, Volume= 0.079 af, Depth= 2.86" Routed to Pond 1 P : Ex School Blvd Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 0.330 61 >75% Grass cover, Good, HSG B 0.330 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.1 90 0.1100 0.21 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 0 5 10 15 20 Subcatchment 6S: 6S - EX LAND USE Hydrograph MSE 24 -hr 3 100 -year Rainfall=7.22" Runoff Area=0.330 ac Runoff Volume=0.079 of Runoff Depth=2.86" Flow Length=90' Slope=0 1100 /' Tc=7.1 min CN=61/0 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ❑ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 64 Summary for Subcatchment 7S: 7S - EX LAND USE Runoff = 27.50 cfs @ 12.41 hrs, Volume= 2.528 af, Depth= 3.47" Routed to Link NW: To NW Wetland Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 0.465 98 Unconnected pavement, HSG B 8.277 65 Woods/grass comb., Fair, HSG B 8.742 67 Weighted Average 8.277 65 94.68% Pervious Area 0.465 98 5.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 150 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.81" 2.2 280 0.0570 2.15 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 5.6 280 0.0143 0.84 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 28.2 710 Total N w V 3 0 LL Subcatchment 7S: 7S - EX LAND USE Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ■ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 65 mary for Subcatchment 8S: PLANNED RUNOFF TO STUB - 100YR STORM RUNOFF MATCHES STUB CAPS Runoff = 32.91 cfs @ 12.29 hrs, Volume= 2.808 af, Depth= 6.32" Routed to Pond 1 P : Ex School Blvd Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 5.334 92 Urban commercial, 85% imp, HSG B 0.800 58 15.00% Pervious Area 4.534 98 85.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment 8S: PLANNED RUNOFF TO STUB - 100YR STORM RUNOFF MATCHES STUB CAPACITY Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ❑ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 66 Summary for Subcatchment 9S: TH-05S WEST OF MOBILE HOME PARK KF Checked 06/12/19 [47] Hint: Peak is 310% of capacity of segment #3 Runoff = 173.68 cfs @ 13.36 hrs, Volume= 38.455 af, Depth= 3.85" Routed to Pond TH-05P : LANDLOCKED WETLAND Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-90.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 63.060 70 1/4 acre lots, 38% imp, HSG A 11.410 85 Wetland 45.430 67 Row crops, straight row, Good, HSG A 119.900 70 Weighted Average 95.937 63 80.01 % Pervious Area 23.963 98 19.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 63.9 300 0.0050 0.08 Sheet Flow, Grass: Dense n=0.240 P2=2.81" 33.7 1,000 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.8 2,000 0.0200 7.01 56.04 Channel Flow, Area= 8.0 sf Perim= 8.0' r= 1.00' n= 0.030 Earth, qrassed & winding 102.4 3,300 Total 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 67 N w V Subcatchment 9S: TH-05S WEST OF MOBILE HOME PARK Hydrograph Time (hours) ❑ Runoff 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 68 Summary for Pond 1 P: Ex School Blvd Pond Inflow Area = 140.108 ac, 49.17% Impervious, Inflow Depth > 3.67" for 100 -year event Inflow = 82.33 cfs @ 12.57 hrs, Volume= 42.843 of Outflow = 40.06 cfs @ 14.06 hrs, Volume= 42.761 af, Atten= 51 %, Lag= 89.4 min Primary = 18.52 cfs @ 14.06 hrs, Volume= 33.278 of Routed to Link N : To N Wetland Secondary = 21.54 cfs @ 14.06 hrs, Volume= 9.482 of Routed to Link NW: To NW Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs Starting Elev= 945.95' Surf.Area= 1.156 ac Storage= 5.212 of Peak Elev= 951.44' @ 14.06 hrs Surf.Area= 1.956 ac Storage= 13.542 of (8.329 of above start) Plug -Flow detention time= 416.4 min calculated for 37.549 of (88% of inflow) Center -of -Mass det. time= 218.8 min ( 1,339.2 - 1,120.4 ) Volume Invert Avail.Storage Storage Description #1 940.00' 14.670 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 940.00 0.550 0.000 0.000 942.00 0.800 1.350 1.350 944.00 0.980 1.780 3.130 946.00 1.160 2.140 5.270 948.00 1.400 2.560 7.830 950.00 1.690 3.090 10.920 952.00 2.060 3.750 14.670 Device Routing Invert Outlet Devices #1 Primary 945.95' 18.0" Round RCP -Round 18" L= 115.0' Ke= 0.500 Inlet/ Outlet Invert= 945.95'/ 943.54' S=0.0210'/' Cc= 0.900 n=0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 951.00' 10.0' long + 50.0 '/' SideZ x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=18.52 cfs @ 14.06 hrs HW=951.44' TW=0.00' (Dynamic Tailwater) L1=RCP_Round 18" (Inlet Controls 18.52 cfs @ 10.48 fps) Secondary OutFlow Max=21.54 cfs @ 14.06 hrs HW=951.44' TW=0.00' (Dynamic Tailwater) 't2=Broad-Crested Rectangular Weir (Weir Controls 21.54 cfs @ 1.54 fps) 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 69 N V Pond 1P: Ex School Blvd Pond Hydrograph Time (hours) ■ Inflow ■ Outflow ■ Primary ■ Secondary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 70 Summary for Pond TH-05P: LANDLOCKED WETLAND Inflow Area = 128.642 ac, 18.99% Impervious, Inflow Depth = 4.71" for 100 -year event Inflow = 183.08 cfs @ 13.55 hrs, Volume= 50.466 of Outflow = 0.71 cfs @ 25.92 hrs, Volume= 4.387 af, Atten= 100%, Lag= 741.9 min Discarded = 0.71 cfs @ 25.92 hrs, Volume= 4.387 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs Peak Elev= 949.43'@25.92 hrs Surf.Area= 11.786 ac Storage= 49.722 of Plug -Flow detention time= 2,430.8 min calculated for 4.384 of (9% of inflow) Center -of -Mass det. time= 2,190.5 min ( 3,091.8 - 901.3 ) Volume Invert Avail.Storage Storage Description #1 938.00' 126.200 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 938.00 0.380 0.000 0.000 940.00 1.300 1.680 1.680 942.00 2.340 3.640 5.320 944.00 3.840 6.180 11.500 946.00 5.230 9.070 20.570 952.00 16.710 65.820 86.390 954.00 23.100 39.810 126.200 Device Routing Invert Outlet Devices #1 Discarded 938.00' 0.060 in/hr Exfiltration over Surface area #2 Primary 953.00' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.71 cfs @ 25.92 hrs HW=949.43' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.71 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=938.00' (Free Discharge) 't2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 71 2 1 1 1 1 1 1 1 w � 1 0 LL Pond TH-05P: LANDLOCKED WETLAND Hydrograph Time (hours) ■ Inflow ■ Outflow ■ Discarded ■ Primary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 72 Summary for Pond TH-07AP: STORAGE NORTH OF MOBILE HOMES Created by LK 8/7/2019. Storage matches Lidar. Outlet matches as -built: https://datalink.wsbeng.com/DataLink-Monticello/AsBuilts/ST%20507.pdf Added flood elevation at 960. Added exfiltration. [58] Hint: Peaked 5.73' above defined flood level Inflow Area = 81.969 ac, 40.16% Impervious, Inflow Depth = 5.06" for 100 -year event Inflow = 151.10 cfs @ 13.25 hrs, Volume= 34.598 of Outflow = 38.90 cfs @ 15.07 hrs, Volume= 34.598 af, Atten= 74%, Lag= 108.9 min Discarded = 14.20 cfs @ 15.07 hrs, Volume= 17.822 of Primary = 8.31 cfs @ 17.71 hrs, Volume= 13.022 of Routed to Pond TH-07P : MOVIE THEATER POND Secondary = 16.65 cfs @ 15.07 hrs, Volume= 3.754 of Routed to Pond TH-07P : MOVIE THEATER POND Routing by Dyn-Stor-Ind method, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs Peak Elev= 965.73'@ 15.07 hrs Surf.Area= 7.043 ac Storage= 21.144 of Flood Elev= 960.00' Surf.Area= 1.150 ac Storage= 3.290 of Plug -Flow detention time= 513.7 min calculated for 34.578 of (100% of inflow) Center -of -Mass det. time= 514.7 min ( 1,364.5 - 849.8 ) Volume Invert Avail.Storage Storage Description #1 954.00' 23.140 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.00 0.020 0.000 0.000 956.00 0.350 0.370 0.370 958.00 0.710 1.060 1.430 960.00 1.150 1.860 3.290 962.00 1.790 2.940 6.230 964.00 3.780 5.570 11.800 966.00 7.560 11.340 23.140 Device Routing Invert Outlet Devices #1 Device 3 958.72' 15.0" Round RCP -Round 15" L= 127.0' Ke= 0.500 Inlet / Outlet Invert= 958.72'/ 958.25' S= 0.0037 T Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 3 963.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 958.25' 15.0" Round Culvert L= 329.0' Ke= 0.500 Inlet / Outlet Invert= 958.25'/ 957.51' S= 0.0022 T Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 1.23 sf #4 Discarded 954.00' 2.000 in/hr Exfiltration over Surface area #5 Secondary 965.00' 10.0' long 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 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 73 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=14.20 cfs @ 15.07 hrs HW=965.73' (Free Discharge) L4=Exfiltration (Exfiltration Controls 14.20 cfs) Primary OutFlow Max=8.31 cfs @ 17.71 hrs HW=965.29' TW=958.72' (Dynamic Tailwater) L3=Culvert (Barrel Controls 8.31 cfs @ 6.77 fps) �__2=0rifice/G 1=RCPRound15" (Passes < 11.22 cfs potential flow) rate (Passes < 91.58 cfs potential flow) Secondary OutFlow Max=16.64 cfs @ 15.07 hrs HW=965.73' TW=959.61' (Dynamic Tailwater) L5= Broad -Crested Rectangular Weir (Weir Controls 16.64 cfs @ 2.29 fps) 1 1 1 1 1 1 3 0 LL Pond TH-07AP: STORAGE NORTH OF MOBILE HOMES Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 74 Summary for Pond TH-07P: MOVIE THEATER POND Created by LK 8/7/2019 Storage matches Lidar. Outlet matches as -built: https://datalink.wsbeng.com/DataLink-Monticello/AsBuilts/ST%20440.pdf Inflow Area = 117.584 ac, 50.08% Impervious, Inflow Depth = 3.48" for 100 -year event Inflow = 127.08 cfs @ 12.67 hrs, Volume= 34.102 of Outflow = 32.11 cfs @ 15.37 hrs, Volume= 34.057 af, Atten= 75%, Lag= 162.0 min Primary = 32.11 cfs @ 15.37 hrs, Volume= 34.057 of Routed to Pond 1 P : Ex School Blvd Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs Starting Elev= 953.37' Surf.Area= 1.122 ac Storage= 1.471 of Peak Elev= 959.62' @ 15.37 hrs Surf.Area= 1.830 ac Storage= 10.837 of (9.366 of above start) Plug -Flow detention time= 246.3 min calculated for 32.568 of (96% of inflow) Center -of -Mass det. time= 175.8 min ( 1,204.0 - 1,028.2 ) Volume Invert Avail.Storage Storage Description #1 951.87' 15.795 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 951.87 0.840 0.000 0.000 954.00 1.240 2.215 2.215 956.00 1.450 2.690 4.905 958.00 1.660 3.110 8.015 960.00 1.870 3.530 11.545 962.00 2.380 4.250 15.795 Device Routing Invert Outlet Devices #1 Device 2 959.02' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 953.37' 24.0" Round RCP -Round 24" L= 249.0' Ke= 0.500 Inlet/ Outlet Invert= 953.37'/ 950.15' S=0.0129'/' Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf #3 Device 2 951.87' 24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=32.11 cfs @ 15.37 hrs HW=959.62' TW=951.40' (Dynamic Tailwater) L2=RCP_Round 24" (Barrel Controls 32.11 cfs @ 10.22 fps) 1=Orifice/Grate (Passes < 23.69 cfs potential flow) L3=Orifice/G rate (Passes < 37.81 cfs potential flow) 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 75 N w V Pond TH-07P: MOVIE THEATER POND Hydrograph Time (hours) ❑ Inflow ❑ Primary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 76 Summary for Link E: East Discharge Inflow Area = 6.863 ac, 0.00% Impervious, Inflow Depth = 4.67" for 100 -year event Inflow = 30.09 cfs @ 12.39 hrs, Volume= 2.674 of Primary = 30.09 cfs @ 12.39 hrs, Volume= 2.674 af, Atten= 0%, Lag= 0.0 min Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Primary outflow = Inflow, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs ❑ Inflow ❑ Primary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 77 Summary for Link N: To N Wetland Inflow Area = 140.108 ac, 49.17% Impervious, Inflow Depth > 2.85" for 100 -year event Inflow = 18.52 cfs @ 14.06 hrs, Volume= 33.278 of Primary = 18.52 cfs @ 14.06 hrs, Volume= 33.278 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs N w V 3 0 LL Link N: To N Wetland Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ❑ Inflow ❑ Primary 022411-000-ExCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 78 Summary for Link NW: To NW Wetland Inflow Area = 8.742 ac, 5.32% Impervious, Inflow Depth = 16.49" for 100 -year event Inflow = 27.50 cfs @ 12.41 hrs, Volume= 12.011 of Primary = 27.50 cfs @ 12.41 hrs, Volume= 12.011 af, Atten= 0%, Lag= 0.0 min Routed to Pond TH-05P : LANDLOCKED WETLAND Primary outflow = Inflow, Time Span= 0.00-90.00 hrs, dt= 0.05 hrs N w V 3 0 LL Link NW: To NW Wetland Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ❑ Inflow ❑ Primary 9S �o a WEST OF MOBILE HOME PARK LAND WE CKED AND To etlai 12SP � ['N Q 1P 12SP TO NWyvetland Ex Schoo Ivd 9SP 2SP ISP 9SP 2SP 5S Pond 5S -EX LAND USE )S 9sP SSP 6SP 7SP 8SP 5SP 6SP 7SP 8SP Subcat Reach on Link ,33P�a�0� 4S 13sP ast Discharge MOVIE EATER 4S -CONSIDERS P ND FUTURE DEVEL 14SP 14SP STO GE NO H OF OBILE HOM S 3S 1S 3S -EX LAND USE 1S -EX LAND USE 022411-000-ProCond-wSchool Pond Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) 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 2.81 2 2 2.5" MSE 24 -hr 3 Default 24.00 1 2.50 2 3 10 -Year MSE 24 -hr 3 Default 24.00 1 4.20 2 4 100 -year MSE 24 -hr 3 Default 24.00 1 7.22 2 5 100 -year B2B MSE 24 -hr 3 Default 24.00 2 7.22 2 6 Snowmelt Spillway 1 -day 10 -day Default 240.00 1 9.94 4 022411-000-ProCond-wSchool Pond Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 3 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 63.060 70 1/4 acre lots, 38% imp, HSG A (9S) 50.648 85 1/8 acre lots, 65% imp, HSG B (1S) 27.889 61 >75% Grass cover, Good, HSG B (1SP, 2SP, 3S, 3SP, 4S, 4SP, 5S, 5SP, 6SP, 7SP, 8SP, 9SP, 10SP, 13SP, 14SP, 15SP) 12.000 98 Paved parking, HSG A (4S) 11.956 98 Paved parking, HSG B (1 SP, 2SP, 3SP, 4SP, 5SP, 7SP, 8SP, 9SP, 11 SP, 15SP) 45.430 67 Row crops, straight row, Good, HSG A (9S) 18.230 78 Row crops, straight row, Good, HSG B (1 S) 5.760 98 Unconnected pavement, HSG B (5S, 6SP, 10SP) 15.000 92 Urban commercial, 85% imp, HSG B (4S) 1.220 98 Water Surface, HSG B (4S) 11.410 85 Wetland (9S) 1.714 65 Woods/grass comb., Fair, HSG B (11 SP) 4.433 58 Woods/grass comb., Good, HSG B (3S, 12SP) 268.750 77 TOTAL AREA 022411-000-ProCond-wSchool Pond Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 4 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 120.490 HSG A 4S, 9S 136.850 HSG B 1 S, 1 SP, 2SP, 3S, 3SP, 4S, 4SP, 5S, 5SP, 6SP, 7SP, 8SP, 9SP, 10SP, 11 SP, 12SP, 13SP, 14SP, 15SP 0.000 HSG C 0.000 HSG D 11.410 Other 9S 268.750 TOTAL AREA 022411-000-ProCond-wSchool Pond Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 5 Ground Covers (selected nodes) HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 63.060 0.000 0.000 0.000 0.000 63.060 1/4 acre lots, 38% imp 0.000 50.648 0.000 0.000 0.000 50.648 1/8 acre lots, 65% imp 0.000 27.889 0.000 0.000 0.000 27.889 >75% Grass cover, Good 12.000 11.956 0.000 0.000 0.000 23.956 Paved parking 9S 1S 1SP 2SP 3S, 3SP 4S, 4SP 5S, 5SP 6SP 7SP 8SP 9SP 10S P, 13S P, 14S P, 15S P 1SP 2SP 3SP 4S, 4SP 5SP 7SP 8SP 022411-000-ProCond-wSchool Pond Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 6 Ground Covers (selected nodes) (continued) HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 45.430 18.230 0.000 0.000 0.000 5.760 0.000 0.000 0.000 15.000 0.000 0.000 0.000 1.220 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.714 0.000 0.000 �ZiAI�����c�iZil�I���I�AI�; 0.000 63.660 Row crops, straight row, Good 1S, 9S 0.000 5.760 Unconnected pavement 5S, 6SP 10S P 0.000 15.000 Urban commercial, 85% imp 4S 0.000 1.220 Water Surface 4S 11.410 11.410 Wetland 9S 0.000 1.714 Woods/grass comb., Fair 11S P 0.000 4.433 Woods/grass comb., Good 3S, 12S P 120.490 136.850 0.000 0.000 11.410 268.750 TOTAL AREA 022411-000-ProCond-wSchool Pond Prepared by WSB & Associates Inc HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Printed 10/31/2023 Page 7 Pipe Listing (selected nodes) Line# Node In -Invert Out -Invert Length Slope n Width Diam/Height Inside -Fill Node Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name 1 4S 0.00 0.00 1,180.0 0.0120 0.013 0.0 24.0 0.0 2 1 P 945.95 943.54 115.0 0.0210 0.013 0.0 18.0 0.0 3 8P 951.00 950.00 100.0 0.0100 0.013 0.0 15.0 0.0 4 TH-07AP 958.72 958.25 127.0 0.0037 0.013 0.0 15.0 0.0 5 TH-07AP 958.25 957.51 329.0 0.0022 0.013 0.0 15.0 0.0 6 TH-07P 953.37 950.15 249.0 0.0129 0.013 0.0 24.0 0.0 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 8 Time span=0.00-300.00 hrs, dt=0.05 hrs, 6001 points Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: 1S - EX LAND USE Runoff Area=68.878 ac 47.80% Impervious Runoff Depth=1.55" Tc=100.0 min CN=70/98 Runoff=39.62 cfs 8.907 of Subcatchment 1SP: 1SP Runoff Area=1.368 ac 76.54% Impervious Runoff Depth=2.04" Tc=15.0 min CN=61/98 Runoff=3.17 cfs 0.233 of Subcatchment 2SP: 2SP Runoff Area=1.280 ac 80.86% Impervious Runoff Depth=2.14" Tc=12.0 min CN=61/98 Runoff=3.42 cfs 0.228 of Subcatchment 3S: 3S - EX LAND USE Runoff Area=6.228 ac 0.00% Impervious Runoff Depth=0.24" Flow Length=536' Tc=58.8 min CN=59/0 Runoff=0.52 cfs 0.125 of Subcatchment 3SP: 3SP Runoff Area=0.200 ac 72.50% Impervious Runoff Depth=1.95" Tc=7.0 min CN=61/98 Runoff=0.58 cfs 0.033 of Subcatchment 4S: 4S - CONSIDERS Runoff Area=35.615 ac 72.92% Impervious Runoff Depth=1.95" Flow Length=1,480' Tc=50.9 min CN=60/98 Runoff=40.95 cfs 5.797 of Subcatchment 4SP: 4SP Runoff Area=1.827 ac 93.60% Impervious Runoff Depth=2.43" Tc=10.0 min CN=61/98 Runoff=5.95 cfs 0.370 of Subcatchment 5S: 5S - EX LAND USE Runoff Area=16.860 ac 32.46% Impervious Runoff Depth=1.04" Flow Length=1,113' Tc=45.7 min CN=61/98 Runoff=10.25 cfs 1.457 of Subcatchment 5SP: 5SP Runoff Area=0.407 ac 81.33% Impervious Runoff Depth=2.15" Tc=7.0 min CN=61/98 Runoff=1.31 cfs 0.073 of Subcatchment 6SP: 6SP Runoff Area=1.292 ac 8.59% Impervious Runoff Depth=0.49" Flow Length=150' Slope=0.0100'/' Tc=27.8 min CN=61/98 Runoff=0.41 cfs 0.053 of Subcatchment 7SP: 7SP Runoff Area=0.138 ac 36.23% Impervious Runoff Depth=1.12" Tc=7.0 min CN=61/98 Runoff=0.22 cfs 0.013 of Subcatchment 8SP: 8SP Runoff Area=2.241 ac 53.55% Impervious Runoff Depth=1.52" Tc=35.0 min CN=61/98 Runoff=2.44 cfs 0.284 of Subcatchment 9S: WEST OF MOBILE Runoff Area=119.900 ac 19.99% Impervious Runoff Depth=0.80" Flow Length=3,300' Tc=102.4 min CN=63/98 Runoff=32.16 cfs 7.998 of Subcatchment 9SP: 9SP Runoff Area=6.839 ac 69.26% Impervious Runoff Depth=1.88" Tc=15.0 min CN=61/98 Runoff=14.46 cfs 1.070 of Subcatchment 10SP: 10SP Runoff Area=0.446 ac 39.46% Impervious Runoff Depth=1.20" Tc=10.0 min CN=61/98 Runoff=0.67 cfs 0.044 of Subcatchment 11 SP: 11 SP Runoff Area=1.748 ac 1.95% Impervious Runoff Depth=0.46" Tc=20.0 min CN=65/98 Runoff=0.67 cfs 0.068 of 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 9 Subcatchment 12SP: 12SP Runoff Area=1.123 ac 0.00% Impervious Runoff Depth=0.22" Tc=20.0 min CN=58/0 Runoff=0.12 cfs 0.020 of Subcatchment 13SP: 13SP Runoff Area=0.177 ac 0.00% Impervious Runoff Depth=0.30" Tc=7.0 min CN=61/0 Runoff=0.05 cfs 0.004 of Subcatchment 14SP: 14SP Runoff Area=0.280 ac 0.00% Impervious Runoff Depth=0.30" Tc=7.0 min CN=61/0 Runoff=0.08 cfs 0.007 of Subcatchment 15SP: 15SP Runoff Area=1.903 ac 87.60% Impervious Runoff Depth=2.30" Tc=12.0 min CN=61/98 Runoff=5.48 cfs 0.364 of Pond 1P: Ex School Blvd Pond Peak Elev=948.54' Storage=8.602 of Inflow=24.61 cfs 11.843 of Primary=11.53 cfs 11.826 of Secondary=0.00 cfs 0.000 of Outflow=11.53 cfs 11.826 of Pond 8P: Proposed Infiltration Pond Peak Elev=952.56' Storage=136.226 cf Inflow=26.36 cfs 1.895 of Discarded=0.09 cfs 0.915 of Primary=0.98 cfs 0.754 of Secondary=0.00 cfs 0.000 of Outflow=1.07 cfs 1.670 of Pond TH-05P: LANDLOCKED WETLAND Peak Elev=943.16' Storage=8.536 of Inflow=33.29 cfs 8.840 of Discarded=0.19 cfs 3.937 of Primary=0.00 cfs 0.000 of Outflow=0.19 cfs 3.937 of Pond TH-07AP: STORAGE NORTH OF Peak Elev=961.49' Storage=5.361 of Inflow=40.10 cfs 9.032 of Discarded=3.28 cfs 5.314 of Primary=5.37 cfs 3.718 of Secondary=0.00 cfs 0.000 of Outflow=8.66 cfs 9.032 of Pond TH-07P: MOVIE THEATER POND Peak Elev=955.51' Storage=4.206 of Inflow=40.99 cfs 9.526 of Outflow=16.14 cfs 9.516 of Link 1L: To Basin from Site Inflow=9.88 cfs 0.870 of Primary=9.88 cfs 0.870 of Link E: East Discharge Inflow=0.13 cfs 0.011 of Primary=0.13 cfs 0.011 of Link N: To N Wetland Inflow=11.53 cfs 11.826 of Primary= 11.53 cfs 11.826 of Link NW: To NW Wetland Inflow=1.14 cfs 0.842 of Primary=1.14 cfs 0.842 of Total Runoff Area = 268.750 ac Runoff Volume = 27.149 of Average Runoff Depth = 1.21" 62.58% Pervious = 168.180 ac 37.42% Impervious = 100.570 ac 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 @2023 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1S: 1S - EX LAND USE Created by LK 8/7/2019 Runoff = 39.62 cfs @ 13.34 hrs, Volume= 8.907 af, Depth= 1.55" Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 50.648 85 1/8 acre lots, 65% imp, HSG B 18.230 78 Row crops, straiqht row, Good, HSG B 68.878 83 Weighted Average 35.957 70 52.20% Pervious Area 32.921 98 47.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 100.0 Direct Entry, Direct Entry N V 3 0 LL ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 @2023 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1 SP: 1 SP Runoff = 3.17 cfs @ 12.23 hrs, Volume= 0.233 af, Depth= 2.04" Routed to Pond 8P : Proposed Infiltration Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 1.047 98 Paved parking, HSG B 0.321 61 >75% Grass cover, Good, HSG B 1.368 89 Weighted Average 0.321 61 23.46% Pervious Area 1.047 98 76.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 1 SP: 1 SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 2SP: 2SP Runoff = 3.42 cfs @ 12.20 hrs, Volume= 0.228 af, Depth= 2.14" Routed to Pond 8P : Proposed Infiltration Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 1.035 98 Paved parking, HSG B 0.245 61 >75% Grass cover, Good, HSG B 1.280 91 Weighted Average 0.245 61 19.14% Pervious Area 1.035 98 80.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 2SP: 2SP Hydrograph ❑ Runoff 3.42 cfs MSE 24 -hr 3 3 2 -Year Rainfall=2.81" Runoff Area=1.280 ac Runoff Volume=0.228 of 2 Runoff Depth=2.14" LL Tc=12.0 min I I ri CN=61/98 0 20 40 60 80 100 120 140 160 1�0 260 2�O 240' 260 280 3011 Time (hours) 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 3S: 3S - EX LAND USE Runoff = 0.52 cfs @ 13.10 hrs, Volume= 0.125 af, Depth= 0.24" Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 3.310 58 Woods/grass comb., Good, HSG B 2.918 61 >75% Grass cover, Good, HSG B 6.228 59 Weighted Average 6.228 59 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 56.8 300 0.0067 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 2.0 236 0.0170 1.96 Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 fps 58.8 536 Total Subcatchment 3S: 3S - EX LAND USE Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 3SP: 3SP Runoff = 0.58 cfs @ 12.14 hrs, Volume= 0.033 af, Depth= 1.95" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 0.145 98 Paved parking, HSG B 0.055 61 >75% Grass cover, Good, HSG B 0.200 88 Weighted Average 0.055 61 27.50% Pervious Area 0.145 98 72.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, N V 3 0 LL ■ Runoff 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 4S: 4S - CONSIDERS FUTURE DEVEL Created by LK 8/7/2019 [47] Hint: Peak is 165% of capacity of segment #2 Runoff = 40.95 cfs @ 12.67 hrs, Volume= 5.797 af, Depth= 1.95" Routed to Pond TH-07P : MOVIE THEATER POND Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 12.000 98 Paved parking, HSG A 1.220 98 Water Surface, HSG B 7.395 61 >75% Grass cover, Good, HSG B 15.000 92 Urban commercial, 85% imp, HSG B 35.615 88 Weighted Average 9.645 60 27.08% Pervious Area 25.970 98 72.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.4 300 0.0100 0.10 Sheet Flow, Calculated GIS Grass: Dense n=0.240 P2=2.81" 2.5 1,180 0.0120 7.89 24.78 Pipe Channel, 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete sewer w/manholes & inlets 50.9 1,480 Total 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 16 N U Subcatchment 4S: 4S - CONSIDERS FUTURE DEVEL Hydrograph Time (hours) ❑ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 4SP: 4SP Runoff = 5.95 cfs @ 12.17 hrs, Volume= 0.370 af, Depth= 2.43" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 1.710 98 Paved parking, HSG B 0.117 61 >75% Grass cover, Good, HSG B 1.827 96 Weighted Average 0.117 61 6.40% Pervious Area 1.710 98 93.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 4SP: 4SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 5S: 5S - EX LAND USE Runoff = 10.25 cfs @ 12.63 hrs, Volume= 1.457 af, Depth= 1.04" Routed to Pond 1 P : Ex School Blvd Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 5.473 98 Unconnected pavement, HSG B 11.387 61 >75% Grass cover, Good, HSG B 16.860 73 Weighted Average 11.387 61 67.54% Pervious Area 5.473 98 32.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 36.7 300 0.0200 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 0.9 113 0.0177 2.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 8.1 700 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fos 45.7 1,113 Total N w V 3 0 LL 'r- 0 1 1 40 60 80 100 120 140 160 180 200 220 240 260 280 11 ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 @2023 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 5SP: 5SP Runoff = 1.31 cfs @ 12.14 hrs, Volume= 0.073 af, Depth= 2.15" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 0.331 98 Paved parking, HSG B 0.076 61 >75% Grass cover, Good, HSG B 0.407 91 Weighted Average 0.076 61 18.67% Pervious Area 0.331 98 81.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 0 Subcatchment 5SP: 5SP Hydrograph ❑Runoff ISE 24 -hr 3 nfal I==2.81 " a=0.407 ac ie=0.073 of epth 2.15" Tc=7.0 m i n CN=61/J8 20 40 60 80 100 120 140160 180 200 220 240260 280 11 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 6SP: 6SP Runoff = 0.41 cfs @ 12.45 hrs, Volume= 0.053 af, Depth= 0.49" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 1.181 61 >75% Grass cover, Good, HSG B 0.111 98 Unconnected pavement, HSG B 1.292 64 Weighted Average 1.181 61 91.41 % Pervious Area 0.111 98 8.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 150 0.0100 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 7SP: 7SP Runoff = 0.22 cfs @ 12.14 hrs, Volume= 0.013 af, Depth= 1.12" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 0.050 98 Paved parking, HSG B 0.088 61 >75% Grass cover, Good, HSG B 0.138 74 Weighted Average 0.088 61 63.77% Pervious Area 0.050 98 36.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 7SP: 7SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 8SP: 8SP Runoff = 2.44 cfs @ 12.48 hrs, Volume= 0.284 af, Depth= 1.52" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 1.200 98 Paved parking, HSG B 1.041 61 >75% Grass cover, Good, HSG B 2.241 81 Weighted Average 1.041 61 46.45% Pervious Area 1.200 98 53.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.0 Direct Entry, Subcatchment 8SP: 8SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Runoff 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 9S: WEST OF MOBILE HOME PARK KF Checked 06/12/19 Runoff = 32.16 cfs @ 13.41 hrs, Volume= 7.998 af, Depth= 0.80" Routed to Pond TH-05P : LANDLOCKED WETLAND Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 63.060 70 1/4 acre lots, 38% imp, HSG A 11.410 85 Wetland 45.430 67 Row crops, straight row, Good, HSG A 119.900 70 Weighted Average 95.937 63 80.01 % Pervious Area 23.963 98 19.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 63.9 300 0.0050 0.08 Sheet Flow, Grass: Dense n=0.240 P2=2.81" 33.7 1,000 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.8 2,000 0.0200 7.01 56.04 Channel Flow, Area= 8.0 sf Perim= 8.0' r= 1.00' n= 0.030 Earth, grassed & winding 102.4 3,300 Total 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 24 N U Subcatchment 9S: WEST OF MOBILE HOME PARK Hydrograph Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 9SP: 9SP Runoff = 14.46 cfs @ 12.23 hrs, Volume= 1.070 af, Depth= 1.88" Routed to Pond 8P : Proposed Infiltration Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 4.737 98 Paved parking, HSG B 2.102 61 >75% Grass cover, Good, HSG B 6.839 87 Weighted Average 2.102 61 30.74% Pervious Area 4.737 98 69.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 9SP: 9SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 10SP: 10SP Runoff = 0.67 cfs @ 12.18 hrs, Volume= 0.044 af, Depth= 1.20" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 0.270 61 >75% Grass cover, Good, HSG B 0.176 98 Unconnected pavement, HSG B 0.446 76 Weighted Average 0.270 61 60.54% Pervious Area 0.176 98 39.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, N V 3 0 LL 20 40 60 80 100 120 140 160 180 200 220 240260 280 11 ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 11 SP: 11 SP Runoff = 0.67 cfs @ 12.36 hrs, Volume= 0.068 af, Depth= 0.46" Routed to Link NW: To NW Wetland Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 0.034 98 Paved parking, HSG B 1.714 65 Woods/grass comb., Fair, HSG B 1.748 66 Weighted Average 1.714 65 98.05% Pervious Area 0.034 98 1.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, N V 3 0 LL 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 304: Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 12SP: 12SP Runoff = 0.12 cfs @ 12.47 hrs, Volume= 0.020 af, Depth= 0.22" Routed to Link NW: To NW Wetland Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 1.123 58 Woods/grass comb., Good, HSG B 1.123 58 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment 12SP: 12SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 13SP: 13SP Runoff = 0.05 cfs @ 12.18 hrs, Volume= 0.004 af, Depth= 0.30" Routed to Link E : East Discharge Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 0.177 61 >75% Grass cover, Good, HSG B 0.177 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 13SP: 13SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 14SP: 14SP Runoff = 0.08 cfs @ 12.18 hrs, Volume= 0.007 af, Depth= 0.30" Routed to Link E : East Discharge Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 0.280 61 >75% Grass cover, Good, HSG B 0.280 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 14SP: 14SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 15SP: 15SP Runoff = 5.48 cfs @ 12.19 hrs, Volume= 0.364 af, Depth= 2.30" Routed to Pond 8P : Proposed Infiltration Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2 -Year Rainfall=2.81" Area (ac) CN Description 1.667 98 Paved parking, HSG B 0.236 61 >75% Grass cover, Good, HSG B 1.903 93 Weighted Average 0.236 61 12.40% Pervious Area 1.667 98 87.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 15SP: 15SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 32 Summary for Pond 1 P: Ex School Blvd Pond Inflow Area = 134.589 ac, 50.59% Impervious, Inflow Depth = 1.06" for 2 -Year event Inflow = 24.61 cfs @ 12.80 hrs, Volume= 11.843 of Outflow = 11.53 cfs @ 16.00 hrs, Volume= 11.826 af, Atten= 53%, Lag= 191.7 min Primary = 11.53 cfs @ 16.00 hrs, Volume= 11.826 of Routed to Link N : To N Wetland Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Link NW: To NW Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Starting Elev= 945.95' Surf.Area= 1.156 ac Storage= 5.212 of Peak Elev= 948.54' @ 16.00 hrs Surf.Area= 1.478 ac Storage= 8.602 of (3.390 of above start) Plug -Flow detention time= 766.9 min calculated for 6.613 of (56% of inflow) Center -of -Mass det. time= 253.6 min ( 1,297.0 - 1,043.4 ) Volume Invert Avail.Storage Storage Description #1 940.00' 14.670 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 940.00 0.550 0.000 0.000 942.00 0.800 1.350 1.350 944.00 0.980 1.780 3.130 946.00 1.160 2.140 5.270 948.00 1.400 2.560 7.830 950.00 1.690 3.090 10.920 952.00 2.060 3.750 14.670 Device Routing Invert Outlet Devices #1 Primary 945.95' 18.0" Round RCP -Round 18" L= 115.0' Ke= 0.500 Inlet/ Outlet Invert= 945.95'/ 943.54' S=0.0210'/' Cc= 0.900 n=0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 951.00' 10.0' long + 50.0 '/' SideZ x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=11.53 cfs @ 16.00 hrs HW=948.54' TW=0.00' (Dynamic Tailwater) L1=RCP_Round 18" (Inlet Controls 11.53 cfs @ 6.53 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=945.95' TW=0.00' (Dynamic Tailwater) 't2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 33 N V Pond 1 P: Ex School Blvd Pond Hydrograph Time (hours) ■ Inflow ❑ Outflow ❑ Primary ❑ Secondary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 34 Summary for Pond 8P: Proposed Infiltration Pond Inflow Area = 11.390 ac, 74.50% Impervious, Inflow Depth = 2.00" for 2 -Year event Inflow = 26.36 cfs @ 12.21 hrs, Volume= 1.895 of Outflow = 1.07 cfs @ 13.84 hrs, Volume= 1.670 af, Atten= 96%, Lag= 97.8 min Discarded = 0.09 cfs @ 13.84 hrs, Volume= 0.915 of Primary = 0.98 cfs @ 13.84 hrs, Volume= 0.754 of Routed to Link NW: To NW Wetland 19,244 16,620 72,662 Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Link NW: To NW Wetland 57,607 107,850 312,165 Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Starting Elev= 951.00' Surf.Area= 37,337 sf Storage= 72,945 cf Peak Elev= 952.56' @ 13.84 hrs Surf.Area= 44,029 sf Storage= 136,226 cf (63,281 cf above start) Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= 3,637.2 min ( 4,403.6 - 766.4 ) Volume Invert Avail.Storage Storage Description #1 945.00' 621,567 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 945.00 8,274 0 0 946.00 9,354 8,814 8,814 948.00 11,771 21,125 29,939 950.00 14,332 26,103 56,042 950.99 19,244 16,620 72,662 951.00 37,337 283 72,945 954.00 50,243 131,370 204,315 956.00 57,607 107,850 312,165 956.50 60,000 29,402 341,567 960.00 100,000 280,000 621,567 Device Routing Invert Outlet Devices #1 Primary 951.00' 15.0" Round Culvert L= 100.0' Ke= 0.500 Inlet/ Outlet Invert= 951.00'/ 950.00' S=0.0100'/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 955.00' 5.0' long + 4.0 '/' SideZ x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #3 Discarded 951.00' 0.600 in/hr Exfiltration over Surface area above 951.00' Excluded Surface area = 37,337 sf #4 Device 1 955.00' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 955.00' 5.0' 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 #6 Device 1 952.00' 10.0" Vert. Orifice/Grate C=0.600 Limited to weir flow at low heads 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 35 Discarded OutFlow Max=0.09 cfs @ 13.84 hrs HW=952.56' (Free Discharge) L3=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.98 cfs @ 13.84 hrs HW=952.56' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 0.98 cfs of 5.70 cfs potential flow) =Orifice/Grate ( Controls 0.00 cfs) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) =Orifice/Grate (Orifice Controls 0.98 cfs @ 2.54 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=951.00' TW=0.00' (Dynamic Tailwater) L2=113road-Crested Rectangular Weir ( Controls 0.00 cfs) 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 36 Summary for Pond TH-05P: LANDLOCKED WETLAND Inflow Area = 134.161 ac, 24.21 % Impervious, Inflow Depth= 0.79" for 2 -Year event Inflow = 33.29 cfs @ 13.41 hrs, Volume= 8.840 of Outflow = 0.19 cfs @ 27.14 hrs, Volume= 3.937 af, Atten= 99%, Lag= 823.8 min Discarded = 0.19 cfs @ 27.14 hrs, Volume= 3.937 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Peak Elev= 943.16' @ 27.14 hrs Surf.Area= 3.209 ac Storage= 8.536 of Plug -Flow detention time= 8,072.9 min calculated for 3.937 of (45% of inflow) Center -of -Mass det. time= 7,926.5 min ( 8,835.6 - 909.1 ) Volume Invert Avail.Storage Storage Description #1 938.00' 126.200 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 938.00 0.380 0.000 0.000 940.00 1.300 1.680 1.680 942.00 2.340 3.640 5.320 944.00 3.840 6.180 11.500 946.00 5.230 9.070 20.570 952.00 16.710 65.820 86.390 954.00 23.100 39.810 126.200 Device Routing Invert Outlet Devices #1 Discarded 938.00' 0.060 in/hr Exfiltration over Surface area #2 Primary 953.00' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.19 cfs @ 27.14 hrs HW=943.16' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=938.00' (Free Discharge) 't2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 37 N V Pond TH-05P: LANDLOCKED WETLAND Hydrograph Time (hours) IInflow Outflow Discarded Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 38 Summary for Pond TH-07AP: STORAGE NORTH OF MOBILE HOMES Created by LK 8/7/2019. Storage matches Lidar. Outlet matches as -built: https://datalink.wsbeng.com/DataLink-Monticello/AsBuilts/ST%20507.pdf Added flood elevation at 960. Added exfiltration. [58] Hint: Peaked 1.49' above defined flood level Inflow Area = 75.106 ac, 43.83% Impervious, Inflow Depth = 1.44" for 2 -Year event Inflow = 40.10 cfs @ 13.34 hrs, Volume= 9.032 of Outflow = 8.66 cfs @ 15.41 hrs, Volume= 9.032 af, Atten= 78%, Lag= 124.2 min Discarded = 3.28 cfs @ 15.41 hrs, Volume= 5.314 of Primary = 5.37 cfs @ 15.41 hrs, Volume= 3.718 of Routed to Pond TH-07P : MOVIE THEATER POND Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Pond TH-07P : MOVIE THEATER POND Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Peak Elev= 961.49' @ 15.41 hrs Surf.Area= 1.627 ac Storage= 5.361 of Flood Elev= 960.00' Surf.Area= 1.150 ac Storage= 3.290 of Plug -Flow detention time= 486.4 min calculated for 9.031 of (100% of inflow) Center -of -Mass det. time= 486.6 min ( 1,348.3 - 861.7 ) Volume Invert Avail.Storage Storage Description #1 954.00' 23.140 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.00 0.020 0.000 0.000 956.00 0.350 0.370 0.370 958.00 0.710 1.060 1.430 960.00 1.150 1.860 3.290 962.00 1.790 2.940 6.230 964.00 3.780 5.570 11.800 966.00 7.560 11.340 23.140 Device Routing Invert Outlet Devices #1 Device 3 958.72' 15.0" Round RCP -Round 15" L= 127.0' Ke= 0.500 Inlet / Outlet Invert= 958.72'/ 958.25' S= 0.0037 T Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 3 963.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 958.25' 15.0" Round Culvert L= 329.0' Ke= 0.500 Inlet / Outlet Invert= 958.25'/ 957.51' S= 0.0022 T Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 1.23 sf #4 Discarded 954.00' 2.000 in/hr Exfiltration over Surface area #5 Secondary 965.00' 10.0' long 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 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 39 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=3.28 cfs @ 15.41 hrs HW=961.49' (Free Discharge) L4=Exfiltration (Exfiltration Controls 3.28 cfs) Primary OutFlow Max=5.37 cfs @ 15.41 hrs HW=961.49' TW=955.03' (Dynamic Tailwater) L3=Culvert (Barrel Controls 5.37 cfs @ 4.38 fps) �__2=0rifice/G 1=RCPRound15" (Passes 5.37 cfs of 6.58 cfs potential flow) rate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.00' TW=953.37' (Dynamic Tailwater) L5= Broad -Crested Rectangular Weir ( Controls 0.00 cfs) N V 3 0 LL Pond TH-07AP: STORAGE NORTH OF MOBILE HOMES Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 40 Summary for Pond TH-07P: MOVIE THEATER POND Created by LK 8/7/2019 Storage matches Lidar. Outlet matches as -built: https://datalink.wsbeng.com/DataLink-Monticello/AsBuilts/ST%20440.pdf Inflow Area = 111.178 ac, 52.97% Impervious, Inflow Depth = 1.03" for 2 -Year event Inflow = 40.99 cfs @ 12.67 hrs, Volume= 9.526 of Outflow = 16.14 cfs @ 13.56 hrs, Volume= 9.516 af, Atten= 61 %, Lag= 53.7 min Primary = 16.14 cfs @ 13.56 hrs, Volume= 9.516 of Routed to Pond 1 P : Ex School Blvd Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Starting Elev= 953.37' Surf.Area= 1.122 ac Storage= 1.471 of Peak Elev= 955.51' @ 13.56 hrs Surf.Area= 1.398 ac Storage= 4.206 of (2.734 of above start) Plug -Flow detention time= 325.1 min calculated for 8.044 of (84% of inflow) Center -of -Mass det. time= 191.3 min ( 1,102.6 - 911.3 ) Volume Invert Avail.Storage Storage Description #1 951.87' 15.795 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 951.87 0.840 0.000 0.000 954.00 1.240 2.215 2.215 956.00 1.450 2.690 4.905 958.00 1.660 3.110 8.015 960.00 1.870 3.530 11.545 962.00 2.380 4.250 15.795 Device Routing Invert Outlet Devices #1 Device 2 959.02' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 953.37' 24.0" Round RCP -Round 24" L= 249.0' Ke= 0.500 Inlet/ Outlet Invert= 953.37'/ 950.15' S=0.0129'/' Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf #3 Device 2 951.87' 24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=16.14 cfs @ 13.56 hrs HW=955.51' TW=947.90' (Dynamic Tailwater) L2=RCP_Round 24" (Inlet Controls 16.14 cfs @ 5.14 fps) 1=Orifice/Grate ( Controls 0.00 cfs) L3=Orifice/G rate (Passes 16.14 cfs of 22.12 cfs potential flow) 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 41 N V Pond TH-07P: MOVIE THEATER POND Hydrograph Time (hours) ❑ Inflow ❑ Primary 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2 -Year Rainfall=2.81" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 42 Summary for Link 1L: To Basin from Site Inflow Area = 6.551 ac, 56.83% Impervious, Inflow Depth = 1.59" for 2 -Year event Inflow = 9.88 cfs @ 12.17 hrs, Volume= 0.870 of Primary = 9.88 cfs @ 12.17 hrs, Volume= 0.870 af, Atten= 0%, Lag= 0.0 min Routed to Pond 1 P : Ex School Blvd Pond Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs N V 3 0 E ■ Inflow ■ Primary Link 1L: To Basin from Site Hydrograph .. ... .. 9.88 cfs 0 9.88 cfs Inflow Area=5.551 ac 9 ................... .................... .................... ................... 8 ' ._...... _...... _.... _...... _...... _...... _...... 1....._ ...... _...... _...... _ .... _...... _...... _...... _..1._ ...... _...... _...... _.... _...... _...... _...... _...... 1....._ ...... _...... _...... _ .... _...... _...... _...... _..1._ ...... _...... _...... _.... _...... _...... _...... _...... i....._ ...... _...... _...... _.... _...... _...... _...... _...._...... _...... _...... _.... _...... _...... _...... _...... 6— .... . ...... . ...... . .... . ...... . ...... . .... . . . . . . _ ._......_......_ I _......_......_.. _ _......_......_.... _ _ ...._......_......_ _ ._......_......_ I _......_......_.. _ _......_......_.... _ _ ...._......_......_ _ ._......_......_ 5- .... . ...... . ...... . ..... . ...... . ...... . ...... . .. 4 - - - - 4- - - - 4- - - - 4 - - - - _ ...._......_......_ _ ._......_......_ 4 _......_......_.. _ _......_......_.... _ _ ...._......_......_ _ ._......_......_ 4 ._...... _...... _.... _...... _...... _...... _...... ...... _...... _...... _...... _.... _...... _...... _...... _...._...... _...... _...... _.... _...... _...... _...... _ ...... _...... _...... _ _...... _...... _...... _ _...... _...... _...... _ _...... _...... _...... _ ...... _...... _...... _ _...... _...... _...... _ _...... _...... _...... _ _...... _...... _...... _ 3 .. .... ......-......-.. ......-......-.... ... ...... .......-...... ...... ..... ..-......- ......-......-.. ...... ...... .-...... ...... ....... .......- 2 ...... _...... ...... _...... _...... _.... ...... _...... _...... - ...... _...... _...... ...... _...... _...... ...... _...... _...... _.... ...... _...... _...... - ...... _...... _...... ...... _...... _...... ...... _...... _...... _.... ...... _...... _...... _ 1 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Inflow ■ Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 43 Summary for Link E: East Discharge Inflow Area = 0.457 ac, 0.00% Impervious, Inflow Depth = 0.30" for 2 -Year event Inflow = 0.13 cfs @ 12.18 hrs, Volume= 0.011 of Primary = 0.13 cfs @ 12.18 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Routed to Pond TH-07P : MOVIE THEATER POND Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs N w V 3 0 LL ❑ Inflow ❑ Primary DischargeLink E: East .... . 1• .14Infli Area=0.457 1 1 1 1 11• 1 1' 1 1 1 1. 11 11 1 1 11 1 1 1 �/������----------��------------- ❑ Inflow ❑ Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 44 Summary for Link N: To N Wetland Inflow Area = 134.589 ac, 50.59% Impervious, Inflow Depth = 1.05" for 2 -Year event Inflow = 11.53 cfs @ 16.00 hrs, Volume= 11.826 of Primary = 11.53 cfs @ 16.00 hrs, Volume= 11.826 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs N w V 3 0 LL Link N: To N Wetland Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Inflow ❑ Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2 -Year Rainfall=2.81 " Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 45 Summary for Link NW: To NW Wetland Inflow Area = 14.261 ac, 59.74% Impervious, Inflow Depth= 0.71" for 2 -Year event Inflow = 1.14 cfs @ 13.54 hrs, Volume= 0.842 of Primary = 1.14 cfs @ 13.54 hrs, Volume= 0.842 af, Atten= 0%, Lag= 0.0 min Routed to Pond TH-05P : LANDLOCKED WETLAND Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs N U 3 0 LL 0 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) Link NW: To NW Wetland Hydrograph ❑ Inflow ❑ Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 46 Time span=0.00-300.00 hrs, dt=0.05 hrs, 6001 points Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: 1S - EX LAND USE Runoff Area=68.878 ac 47.80% Impervious Runoff Depth=1.32" Tc=100.0 min CN=70/98 Runoff=33.71 cfs 7.594 of Subcatchment 1SP: 1SP Runoff Area=1.368 ac 76.54% Impervious Runoff Depth=1.78" Tc=15.0 min CN=61/98 Runoff=2.78 cfs 0.203 of Subcatchment 2SP: 2SP Runoff Area=1.280 ac 80.86% Impervious Runoff Depth=1.87" Tc=12.0 min CN=61/98 Runoff=3.01 cfs 0.200 of Subcatchment 3S: 3S - EX LAND USE Runoff Area=6.228 ac 0.00% Impervious Runoff Depth=0.15" Flow Length=536' Tc=58.8 min CN=59/0 Runoff=0.27 cfs 0.079 of Subcatchment 3SP: 3SP Runoff Area=0.200 ac 72.50% Impervious Runoff Depth=1.70" Tc=7.0 min CN=61/98 Runoff=0.51 cfs 0.028 of Subcatchment 4S: 4S - CONSIDERS Runoff Area=35.615 ac 72.92% Impervious Runoff Depth=1.70" Flow Length=1,480' Tc=50.9 min CN=60/98 Runoff=35.93 cfs 5.054 of Subcatchment 4SP: 4SP Runoff Area=1.827 ac 93.60% Impervious Runoff Depth=2.14" Tc=10.0 min CN=61/98 Runoff=5.26 cfs 0.325 of Subcatchment 5S: 5S - EX LAND USE Runoff Area=16.860 ac 32.46% Impervious Runoff Depth=0.87" Flow Length=1,113' Tc=45.7 min CN=61/98 Runoff=8.60 cfs 1.222 of Subcatchment 5SP: 5SP Runoff Area=0.407 ac 81.33% Impervious Runoff Depth=1.88" Tc=7.0 min CN=61/98 Runoff=1.15 cfs 0.064 of Subcatchment 6SP: 6SP Runoff Area=1.292 ac 8.59% Impervious Runoff Depth=0.37" Flow Length=150' Slope=0.0100'/' Tc=27.8 min CN=61/98 Runoff=0.29 cfs 0.040 of Subcatchment 7SP: 7SP Runoff Area=0.138 ac 36.23% Impervious Runoff Depth=0.95" Tc=7.0 min CN=61/98 Runoff=0.18 cfs 0.011 of Subcatchment 8SP: 8SP Runoff Area=2.241 ac 53.55% Impervious Runoff Depth=1.31" Tc=35.0 min CN=61/98 Runoff=2.11 cfs 0.244 of Subcatchment 9S: WEST OF MOBILE Runoff Area=119.900 ac 19.99% Impervious Runoff Depth=0.65" Flow Length=3,300' Tc=102.4 min CN=63/98 Runoff=25.86 cfs 6.485 of Subcatchment 9SP: 9SP Runoff Area=6.839 ac 69.26% Impervious Runoff Depth=1.63" Tc=15.0 min CN=61/98 Runoff=12.64 cfs 0.931 of Subcatchment 10SP: 10SP Runoff Area=0.446 ac 39.46% Impervious Runoff Depth=1.01" Tc=10.0 min CN=61/98 Runoff=0.56 cfs 0.038 of Subcatchment 11 SP: 11 SP Runoff Area=1.748 ac 1.95% Impervious Runoff Depth=0.34" Tc=20.0 min CN=65/98 Runoff=0.43 cfs 0.049 of 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 47 Subcatchment 12SP: 12SP Runoff Area=1.123 ac 0.00% Impervious Runoff Depth=0.13" Tc=20.0 min CN=58/0 Runoff=0.06 cfs 0.012 of Subcatchment 13SP: 13SP Runoff Area=0.177 ac 0.00% Impervious Runoff Depth=0.20" Tc=7.0 min CN=61/0 Runoff=0.03 cfs 0.003 of Subcatchment 14SP: 14SP Runoff Area=0.280 ac 0.00% Impervious Runoff Depth=0.20" Tc=7.0 min CN=61/0 Runoff=0.04 cfs 0.005 of Subcatchment 15SP: 15SP Runoff Area=1.903 ac 87.60% Impervious Runoff Depth=2.01" Tc=12.0 min CN=61/98 Runoff=4.84 cfs 0.319 of Pond 1P: Ex School Blvd Pond Peak Elev=948.15' Storage=8.044 of Inflow=20.86 cfs 9.845 of Primary=10.25 cfs 9.829 of Secondary=0.00 cfs 0.000 of Outflow=10.25 cfs 9.829 of Pond 8P: Proposed Infiltration Pond Peak Elev=952.42' Storage=130.292 cf Inflow=23.12 cfs 1.653 of Discarded=0.08 cfs 0.904 of Primary=0.61 cfs 0.525 of Secondary=0.00 cfs 0.000 of Outflow=0.69 cfs 1.429 of Pond TH-05P: LANDLOCKED WETLAND Peak Elev=942.58' Storage=6.81Oaf Inflow=26.51 cfs 7.072 of Discarded=0.17 cfs 3.379 of Primary=0.00 cfs 0.000 of Outflow=0.17 cfs 3.379 of Pond TH-07AP: STORAGE NORTH OF Peak EIev=960.95' Storage=4.522 of Inflow=33.98 cfs 7.673 of Discarded=2.93 cfs 4.851 of Primary=4.81 cfs 2.822 of Secondary=0.00 cfs 0.000 of Outflow=7.74 cfs 7.673 of Pond TH-07P: MOVIE THEATER POND Peak EIev=955.25' Storage=3.850 of Inflow=35.96 cfs 7.883 of Outflow=14.32 cfs 7.873 of Link 1L: To Basin from Site Inflow=8.67 cfs 0.751 of Primary=8.67 cfs 0.751 of Link E: East Discharge Inflow=0.06 cfs 0.007 of Primary=0.06 cfs 0.007 of Link N: To N Wetland Inflow=10.25 cfs 9.829 of Primary=10.25 cfs 9.829 of Link NW: To NW Wetland Inflow=0.67 cfs 0.586 of Primary=0.67 cfs 0.586 of Total Runoff Area = 268.750 ac Runoff Volume = 22.907 of Average Runoff Depth = 1.02" 62.58% Pervious = 168.180 ac 37.42% Impervious = 100.570 ac 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment 1S: 1S - EX LAND USE Created by LK 8/7/2019 Runoff = 33.71 cfs @ 13.34 hrs, Volume= 7.594 af, Depth= 1.32" Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 50.648 85 1/8 acre lots, 65% imp, HSG B 18.230 78 Row crops, straiqht row, Good, HSG B 68.878 83 Weighted Average 35.957 70 52.20% Pervious Area 32.921 98 47.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 100.0 Direct Entry, Direct Entry N V 3 0 LL ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 49 Summary for Subcatchment 1 SP: 1 SP Runoff = 2.78 cfs @ 12.23 hrs, Volume= 0.203 af, Depth= 1.78" Routed to Pond 8P : Proposed Infiltration Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 1.047 98 Paved parking, HSG B 0.321 61 >75% Grass cover, Good, HSG B 1.368 89 Weighted Average 0.321 61 23.46% Pervious Area 1.047 98 76.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 1 SP: 1 SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 50 Summary for Subcatchment 2SP: 2SP Runoff = 3.01 cfs @ 12.19 hrs, Volume= 0.200 af, Depth= 1.87" Routed to Pond 8P : Proposed Infiltration Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 1.035 98 Paved parking, HSG B 0.245 61 >75% Grass cover, Good, HSG B 1.280 91 Weighted Average 0.245 61 19.14% Pervious Area 1.035 98 80.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 2SP: 2SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment 3S: 3S - EX LAND USE Runoff = 0.27 cfs @ 13.22 hrs, Volume= 0.079 af, Depth= 0.15" Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 3.310 58 Woods/grass comb., Good, HSG B 2.918 61 >75% Grass cover, Good, HSG B 6.228 59 Weighted Average 6.228 59 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 56.8 300 0.0067 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 2.0 236 0.0170 1.96 Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 fps 58.8 536 Total Subcatchment 3S: 3S - EX LAND USE Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment 3SP: 3SP Runoff = 0.51 cfs @ 12.14 hrs, Volume= 0.028 af, Depth= 1.70" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 0.145 98 Paved parking, HSG B 0.055 61 >75% Grass cover, Good, HSG B 0.200 88 Weighted Average 0.055 61 27.50% Pervious Area 0.145 98 72.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, N V 3 0 LL 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 11 ■ Runoff 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 53 Summary for Subcatchment 4S: 4S - CONSIDERS FUTURE DEVEL Created by LK 8/7/2019 [47] Hint: Peak is 145% of capacity of segment #2 Runoff = 35.93 cfs @ 12.67 hrs, Volume= 5.054 af, Depth= 1.70" Routed to Pond TH-07P : MOVIE THEATER POND Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 12.000 98 Paved parking, HSG A 1.220 98 Water Surface, HSG B 7.395 61 >75% Grass cover, Good, HSG B 15.000 92 Urban commercial, 85% imp, HSG B 35.615 88 Weighted Average 9.645 60 27.08% Pervious Area 25.970 98 72.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.4 300 0.0100 0.10 Sheet Flow, Calculated GIS Grass: Dense n=0.240 P2=2.81" 2.5 1,180 0.0120 7.89 24.78 Pipe Channel, 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete sewer w/manholes & inlets 50.9 1,480 Total 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 54 N U Subcatchment 4S: 4S - CONSIDERS FUTURE DEVEL Hydrograph Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment 4SP: 4SP Runoff = 5.26 cfs @ 12.17 hrs, Volume= 0.325 af, Depth= 2.14" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 1.710 98 Paved parking, HSG B 0.117 61 >75% Grass cover, Good, HSG B 1.827 96 Weighted Average 0.117 61 6.40% Pervious Area 1.710 98 93.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 4SP: 4SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment 5S: 5S - EX LAND USE Runoff = 8.60 cfs @ 12.63 hrs, Volume= 1.222 af, Depth= 0.87" Routed to Pond 1 P : Ex School Blvd Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 5.473 98 Unconnected pavement, HSG B 11.387 61 >75% Grass cover, Good, HSG B 16.860 73 Weighted Average 11.387 61 67.54% Pervious Area 5.473 98 32.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 36.7 300 0.0200 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 0.9 113 0.0177 2.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 8.1 700 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fos 45.7 1,113 Total N w V 3 0 LL 1 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 11 ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 57 Summary for Subcatchment 5SP: 5SP Runoff = 1.15 cfs @ 12.14 hrs, Volume= 0.064 af, Depth= 1.88" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 0.331 98 Paved parking, HSG B 0.076 61 >75% Grass cover, Good, HSG B 0.407 91 Weighted Average 0.076 61 18.67% Pervious Area 0.331 98 81.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) Subcatchment 5SP: 5SP Hydrograph ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment 6SP: 6SP Runoff = 0.29 cfs @ 12.45 hrs, Volume= 0.040 af, Depth= 0.37" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 1.181 61 >75% Grass cover, Good, HSG B 0.111 98 Unconnected pavement, HSG B 1.292 64 Weighted Average 1.181 61 91.41 % Pervious Area 0.111 98 8.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 150 0.0100 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 59 Summary for Subcatchment 7SP: 7SP Runoff = 0.18 cfs @ 12.14 hrs, Volume= 0.011 af, Depth= 0.95" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 0.050 98 Paved parking, HSG B 0.088 61 >75% Grass cover, Good, HSG B 0.138 74 Weighted Average 0.088 61 63.77% Pervious Area 0.050 98 36.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 60 Summary for Subcatchment 8SP: 8SP Runoff = 2.11 cfs @ 12.48 hrs, Volume= 0.244 af, Depth= 1.31" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 1.200 98 Paved parking, HSG B 1.041 61 >75% Grass cover, Good, HSG B 2.241 81 Weighted Average 1.041 61 46.45% Pervious Area 1.200 98 53.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.0 Direct Entry, Subcatchment 8SP: 8SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 61 Summary for Subcatchment 9S: WEST OF MOBILE HOME PARK KF Checked 06/12/19 Runoff = 25.86 cfs @ 13.40 hrs, Volume= 6.485 af, Depth= 0.65" Routed to Pond TH-05P : LANDLOCKED WETLAND Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 63.060 70 1/4 acre lots, 38% imp, HSG A 11.410 85 Wetland 45.430 67 Row crops, straight row, Good, HSG A 119.900 70 Weighted Average 95.937 63 80.01 % Pervious Area 23.963 98 19.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 63.9 300 0.0050 0.08 Sheet Flow, Grass: Dense n=0.240 P2=2.81" 33.7 1,000 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.8 2,000 0.0200 7.01 56.04 Channel Flow, Area= 8.0 sf Perim= 8.0' r= 1.00' n= 0.030 Earth, grassed & winding 102.4 3,300 Total 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 62 N U Subcatchment 9S: WEST OF MOBILE HOME PARK Hydrograph Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 63 Summary for Subcatchment 9SP: 9SP Runoff = 12.64 cfs @ 12.23 hrs, Volume= 0.931 af, Depth= 1.63" Routed to Pond 8P : Proposed Infiltration Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 4.737 98 Paved parking, HSG B 2.102 61 >75% Grass cover, Good, HSG B 6.839 87 Weighted Average 2.102 61 30.74% Pervious Area 4.737 98 69.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, ■ Runoff 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 64 Summary for Subcatchment 10SP: 10SP Runoff = 0.56 cfs @ 12.18 hrs, Volume= 0.038 af, Depth= 1.01" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 0.270 61 >75% Grass cover, Good, HSG B 0.176 98 Unconnected pavement, HSG B 0.446 76 Weighted Average 0.270 61 60.54% Pervious Area 0.176 98 39.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 10SP: 10SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 65 Summary for Subcatchment 11 SP: 11 SP Runoff = 0.43 cfs @ 12.37 hrs, Volume= 0.049 af, Depth= 0.34" Routed to Link NW: To NW Wetland Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 0.034 98 Paved parking, HSG B 1.714 65 Woods/grass comb., Fair, HSG B 1.748 66 Weighted Average 1.714 65 98.05% Pervious Area 0.034 98 1.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, N V 3 0 LL ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 66 Summary for Subcatchment 12SP: 12SP Runoff = 0.06 cfs @ 12.57 hrs, Volume= 0.012 af, Depth= 0.13" Routed to Link NW: To NW Wetland Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 1.123 58 Woods/grass comb., Good, HSG B 1.123 58 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, V! w V 3 O LL Subcatchment 12SP: 12SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 67 Summary for Subcatchment 13SP: 13SP Runoff = 0.03 cfs @ 12.21 hrs, Volume= 0.003 af, Depth= 0.20" Routed to Link E : East Discharge Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 0.177 61 >75% Grass cover, Good, HSG B 0.177 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 13SP: 13SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 68 Summary for Subcatchment 14SP: 14SP Runoff = 0.04 cfs @ 12.21 hrs, Volume= 0.005 af, Depth= 0.20" Routed to Link E : East Discharge Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 0.280 61 >75% Grass cover, Good, HSG B 0.280 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, ■ Runoff 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 69 Summary for Subcatchment 15SP: 15SP Runoff = 4.84 cfs @ 12.19 hrs, Volume= 0.319 af, Depth= 2.01" Routed to Pond 8P : Proposed Infiltration Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 2.5" Rainfall=2.50" Area (ac) CN Description 1.667 98 Paved parking, HSG B 0.236 61 >75% Grass cover, Good, HSG B 1.903 93 Weighted Average 0.236 61 12.40% Pervious Area 1.667 98 87.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, H 3 3 0 LL 2 U 0& 0 Subcatchment 15SP: 15SP Hydrograph cfs MSE 24 -hr 3 2.5" Rainfall=2.50" Runoff Area=1.903 ac Runoff Volume=0.319 of Runoff Depth=2.01" Tc=12.0 min CN=61/98 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Runoff 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 70 Summary for Pond 1 P: Ex School Blvd Pond Inflow Area = 134.589 ac, 50.59% Impervious, Inflow Depth = 0.88" for 2.5" event Inflow = 20.86 cfs @ 12.83 hrs, Volume= 9.845 of Outflow = 10.25 cfs @ 15.78 hrs, Volume= 9.829 af, Atten= 51 %, Lag= 177.1 min Primary = 10.25 cfs @ 15.78 hrs, Volume= 9.829 of Routed to Link N : To N Wetland Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Link NW: To NW Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Starting Elev= 945.95' Surf.Area= 1.156 ac Storage= 5.212 of Peak Elev= 948.15' @ 15.78 hrs Surf.Area= 1.422 ac Storage= 8.044 of (2.831 of above start) Plug -Flow detention time= 889.8 min calculated for 4.617 of (47% of inflow) Center -of -Mass det. time= 259.4 min ( 1,296.0 - 1,036.6 ) Volume Invert Avail.Storage Storage Description #1 940.00' 14.670 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 940.00 0.550 0.000 0.000 942.00 0.800 1.350 1.350 944.00 0.980 1.780 3.130 946.00 1.160 2.140 5.270 948.00 1.400 2.560 7.830 950.00 1.690 3.090 10.920 952.00 2.060 3.750 14.670 Device Routing Invert Outlet Devices #1 Primary 945.95' 18.0" Round RCP -Round 18" L= 115.0' Ke= 0.500 Inlet/ Outlet Invert= 945.95'/ 943.54' S=0.0210'/' Cc= 0.900 n=0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 951.00' 10.0' long + 50.0 '/' SideZ x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=10.25 cfs @ 15.78 hrs HW=948.15' TW=0.00' (Dynamic Tailwater) L1=RCP_Round 18" (Inlet Controls 10.25 cfs @ 5.80 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=945.95' TW=0.00' (Dynamic Tailwater) 't2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 71 N V Pond 1P: Ex School Blvd Pond Hydrograph Time (hours) ■ Inflow ■ Outflow ■ Primary ■ Secondary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 72 Summary for Pond 8P: Proposed Infiltration Pond Inflow Area = 11.390 ac, 74.50% Impervious, Inflow Depth = 1.74" for 2.5" event Inflow = 23.12 cfs @ 12.21 hrs, Volume= 1.653 of Outflow = 0.69 cfs @ 15.13 hrs, Volume= 1.429 af, Atten= 97%, Lag= 175.0 min Discarded = 0.08 cfs @ 15.13 hrs, Volume= 0.904 of Primary = 0.61 cfs @ 15.13 hrs, Volume= 0.525 of Routed to Link NW: To NW Wetland 19,244 16,620 72,662 Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Link NW: To NW Wetland 57,607 107,850 312,165 Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Starting Elev= 951.00' Surf.Area= 37,337 sf Storage= 72,945 cf Peak Elev= 952.42' @ 15.13 hrs Surf.Area= 43,445 sf Storage= 130,292 cf (57,347 cf above start) Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= 4,174.7 min ( 4,942.5 - 767.7 ) Volume Invert Avail.Storage Storage Description #1 945.00' 621,567 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 945.00 8,274 0 0 946.00 9,354 8,814 8,814 948.00 11,771 21,125 29,939 950.00 14,332 26,103 56,042 950.99 19,244 16,620 72,662 951.00 37,337 283 72,945 954.00 50,243 131,370 204,315 956.00 57,607 107,850 312,165 956.50 60,000 29,402 341,567 960.00 100,000 280,000 621,567 Device Routing Invert Outlet Devices #1 Primary 951.00' 15.0" Round Culvert L= 100.0' Ke= 0.500 Inlet/ Outlet Invert= 951.00'/ 950.00' S=0.0100'/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 955.00' 5.0' long + 4.0 '/' SideZ x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #3 Discarded 951.00' 0.600 in/hr Exfiltration over Surface area above 951.00' Excluded Surface area = 37,337 sf #4 Device 1 955.00' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 955.00' 5.0' 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 #6 Device 1 952.00' 10.0" Vert. Orifice/Grate C=0.600 Limited to weir flow at low heads 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 73 Discarded OutFlow Max=0.08 cfs @ 15.13 hrs HW=952.42' (Free Discharge) L3=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.61 cfs @ 15.13 hrs HW=952.42' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 0.61 cfs of 5.27 cfs potential flow) P5=Broad-C =Orifice/Grate ( Controls 0.00 cfs) rested Rectangular Weir ( Controls 0.00 cfs) =Orifice/Grate (Orifice Controls 0.61 cfs @ 2.21 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=951.00' TW=0.00' (Dynamic Tailwater) L2= Broad -Crested Rectangular Weir ( Controls 0.00 cfs) N V 3 0 LL Pond 8P: Proposed Infiltration Pond Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 74 Summary for Pond TH-05P: LANDLOCKED WETLAND Inflow Area = 134.161 ac, 24.21% Impervious, Inflow Depth = 0.63" for 2.5" event Inflow = 26.51 cfs @ 13.40 hrs, Volume= 7.072 of Outflow = 0.17 cfs @ 26.99 hrs, Volume= 3.379 af, Atten= 99%, Lag= 815.6 min Discarded = 0.17 cfs @ 26.99 hrs, Volume= 3.379 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Peak Elev= 942.58'@26.99 hrs Surf.Area= 2.777 ac Storage= 6.810 of Plug -Flow detention time= 8,074.2 min calculated for 3.379 of (48% of inflow) Center -of -Mass det. time= 7,932.0 min ( 8,840.4 - 908.4 ) Volume Invert Avail.Storage Storage Description #1 938.00' 126.200 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 938.00 0.380 0.000 0.000 940.00 1.300 1.680 1.680 942.00 2.340 3.640 5.320 944.00 3.840 6.180 11.500 946.00 5.230 9.070 20.570 952.00 16.710 65.820 86.390 954.00 23.100 39.810 126.200 Device Routing Invert Outlet Devices #1 Discarded 938.00' 0.060 in/hr Exfiltration over Surface area #2 Primary 953.00' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.17 cfs @ 26.99 hrs HW=942.58' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.17 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=938.00' (Free Discharge) 't2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 75 N V Pond TH-05P: LANDLOCKED WETLAND Hydrograph Time (hours) IInflow Outflow Discarded Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 76 Summary for Pond TH-07AP: STORAGE NORTH OF MOBILE HOMES Created by LK 8/7/2019. Storage matches Lidar. Outlet matches as -built: https://datalink.wsbeng.com/DataLink-Monticello/AsBuilts/ST%20507.pdf Added flood elevation at 960. Added exfiltration. [58] Hint: Peaked 0.95' above defined flood level Inflow Area = 75.106 ac, 43.83% Impervious, Inflow Depth = 1.23" for 2.5" event Inflow = 33.98 cfs @ 13.34 hrs, Volume= 7.673 of Outflow = 7.74 cfs @ 15.33 hrs, Volume= 7.673 af, Atten= 77%, Lag= 119.6 min Discarded = 2.93 cfs @ 15.33 hrs, Volume= 4.851 of Primary = 4.81 cfs @ 15.33 hrs, Volume= 2.822 of Routed to Pond TH-07P : MOVIE THEATER POND Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Pond TH-07P : MOVIE THEATER POND Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Peak Elev= 960.95'@ 15.33 hrs Surf.Area= 1.453 ac Storage= 4.522 of Flood Elev= 960.00' Surf.Area= 1.150 ac Storage= 3.290 of Plug -Flow detention time= 495.9 min calculated for 7.672 of (100% of inflow) Center -of -Mass det. time= 496.1 min ( 1,358.5 - 862.5 ) Volume Invert Avail.Storage Storage Description #1 954.00' 23.140 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.00 0.020 0.000 0.000 956.00 0.350 0.370 0.370 958.00 0.710 1.060 1.430 960.00 1.150 1.860 3.290 962.00 1.790 2.940 6.230 964.00 3.780 5.570 11.800 966.00 7.560 11.340 23.140 Device Routing Invert Outlet Devices #1 Device 3 958.72' 15.0" Round RCP -Round 15" L= 127.0' Ke= 0.500 Inlet / Outlet Invert= 958.72'/ 958.25' S= 0.0037 T Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 3 963.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 958.25' 15.0" Round Culvert L= 329.0' Ke= 0.500 Inlet / Outlet Invert= 958.25'/ 957.51' S= 0.0022 T Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 1.23 sf #4 Discarded 954.00' 2.000 in/hr Exfiltration over Surface area #5 Secondary 965.00' 10.0' long 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 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 77 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=2.93 cfs @ 15.33 hrs HW=960.95' (Free Discharge) L4=Exfiltration (Exfiltration Controls 2.93 cfs) Primary OutFlow Max=4.81 cfs @ 15.33 hrs HW=960.95' TW=954.86' (Dynamic Tailwater) L3=Culvert (Barrel Controls 4.81 cfs @ 3.92 fps) �__2=0rifice/G 1=RCPRound15" (Passes 4.81 cfs of 5.61 cfs potential flow) rate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.00' TW=953.37' (Dynamic Tailwater) L5= Broad -Crested Rectangular Weir ( Controls 0.00 cfs) VJ V 3 0 LL Pond TH-07AP: STORAGE NORTH OF MOBILE HOMES Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 78 Summary for Pond TH-07P: MOVIE THEATER POND Created by LK 8/7/2019 Storage matches Lidar. Outlet matches as -built: https://datalink.wsbeng.com/DataLink-Monticello/AsBuilts/ST%20440.pdf Inflow Area = 111.178 ac, 52.97% Impervious, Inflow Depth = 0.85" for 2.5" event Inflow = 35.96 cfs @ 12.67 hrs, Volume= 7.883 of Outflow = 14.32 cfs @ 13.43 hrs, Volume= 7.873 af, Atten= 60%, Lag= 46.1 min Primary = 14.32 cfs @ 13.43 hrs, Volume= 7.873 of Routed to Pond 1 P : Ex School Blvd Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Starting Elev= 953.37' Surf.Area= 1.122 ac Storage= 1.471 of Peak Elev= 955.25' @ 13.43 hrs Surf.Area= 1.371 ac Storage= 3.850 of (2.379 of above start) Plug -Flow detention time= 355.1 min calculated for 6.402 of (81 % of inflow) Center -of -Mass det. time= 204.5 min ( 1,095.8 - 891.3 ) Volume Invert Avail.Storage Storage Description #1 951.87' 15.795 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 951.87 0.840 0.000 0.000 954.00 1.240 2.215 2.215 956.00 1.450 2.690 4.905 958.00 1.660 3.110 8.015 960.00 1.870 3.530 11.545 962.00 2.380 4.250 15.795 Device Routing Invert Outlet Devices #1 Device 2 959.02' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 953.37' 24.0" Round RCP -Round 24" L= 249.0' Ke= 0.500 Inlet/ Outlet Invert= 953.37'/ 950.15' S=0.0129'/' Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf #3 Device 2 951.87' 24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=14.32 cfs @ 13.43 hrs HW=955.25' TW=947.57' (Dynamic Tailwater) L2=RCP_Round 24" (Inlet Controls 14.32 cfs @ 4.67 fps) 1=Orifice/Grate ( Controls 0.00 cfs) L3=Orifice/G rate (Passes 14.32 cfs of 20.75 cfs potential flow) 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 79 N V Pond TH-07P: MOVIE THEATER POND Hydrograph Time (hours) ❑ Inflow ❑ Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 80 Summary for Link 1L: To Basin from Site Inflow Area = 6.551 ac, 56.83% Impervious, Inflow Depth = 1.38" for 2.5" event Inflow = 8.67 cfs @ 12.17 hrs, Volume= 0.751 of Primary = 8.67 cfs @ 12.17 hrs, Volume= 0.751 af, Atten= 0%, Lag= 0.0 min Routed to Pond 1 P : Ex School Blvd Pond Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Link 1L: To Basin from Site Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Inflow ❑ Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 81 Summary for Link E: East Discharge Inflow Area = 0.457 ac, 0.00% Impervious, Inflow Depth = 0.20" for 2.5" event Inflow = 0.06 cfs @ 12.21 hrs, Volume= 0.007 of Primary = 0.06 cfs @ 12.21 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Routed to Pond TH-07P : MOVIE THEATER POND Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs ❑ Inflow ❑ Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 82 Summary for Link N: To N Wetland Inflow Area = 134.589 ac, 50.59% Impervious, Inflow Depth > 0.88" for 2.5" event Inflow = 10.25 cfs @ 15.78 hrs, Volume= 9.829 of Primary = 10.25 cfs @ 15.78 hrs, Volume= 9.829 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs N w V 3 0 LL Link N: To N Wetland Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Inflow ❑ Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 2.5" Rainfall=2.50" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 83 Summary for Link NW: To NW Wetland Inflow Area = 14.261 ac, 59.74% Impervious, Inflow Depth = 0.49" for 2.5" event Inflow = 0.67 cfs @ 15.05 hrs, Volume= 0.586 of Primary = 0.67 cfs @ 15.05 hrs, Volume= 0.586 af, Atten= 0%, Lag= 0.0 min Routed to Pond TH-05P : LANDLOCKED WETLAND Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs N w V 3 0 LL ❑ Inflow ❑ Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 84 Time span=0.00-300.00 hrs, dt=0.05 hrs, 6001 points Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: 1S - EX LAND USE Runoff Area=68.878 ac 47.80% Impervious Runoff Depth=2.66" Tc=100.0 min CN=70/98 Runoff=68.81 cfs 15.266 of Subcatchment 1SP: 1SP Runoff Area=1.368 ac 76.54% Impervious Runoff Depth=3.25" Tc=15.0 min CN=61/98 Runoff=5.02 cfs 0.370 of Subcatchment 2SP: 2SP Runoff Area=1.280 ac 80.86% Impervious Runoff Depth=3.38" Tc=12.0 min CN=61/98 Runoff=5.37 cfs 0.361 of Subcatchment 3S: 3S - EX LAND USE Runoff Area=6.228 ac 0.00% Impervious Runoff Depth=0.81" Flow Length=536' Tc=58.8 min CN=59/0 Runoff=2.42 cfs 0.420 of Subcatchment 3SP: 3SP Runoff Area=0.200 ac 72.50% Impervious Runoff Depth=3.13" Tc=7.0 min CN=61/98 Runoff=0.93 cfs 0.052 of Subcatchment 4S: 4S - CONSIDERS Runoff Area=35.615 ac 72.92% Impervious Runoff Depth=3.12" Flow Length=1,480' Tc=50.9 min CN=60/98 Runoff=64.89 cfs 9.273 of Subcatchment 4SP: 4SP Runoff Area=1.827 ac 93.60% Impervious Runoff Depth=3.77" Tc=10.0 min CN=61/98 Runoff=9.07 cfs 0.574 of Subcatchment 5S: 5S - EX LAND USE Runoff Area=16.860 ac 32.46% Impervious Runoff Depth=1.91" Flow Length=1,113' Tc=45.7 min CN=61/98 Runoff=19.56 cfs 2.678 of Subcatchment 5SP: 5SP Runoff Area=0.407 ac 81.33% Impervious Runoff Depth=3.40" Tc=7.0 min CN=61/98 Runoff=2.05 cfs 0.115 of Subcatchment 6SP: 6SP Runoff Area=1.292 ac 8.59% Impervious Runoff Depth=1.18" Flow Length=150' Slope=0.0100'/' Tc=27.8 min CN=61/98 Runoff=1.22 cfs 0.127 of Subcatchment 7SP: 7SP Runoff Area=0.138 ac 36.23% Impervious Runoff Depth=2.02" Tc=7.0 min CN=61/98 Runoff=0.42 cfs 0.023 of Subcatchment 8SP: 8SP Runoff Area=2.241 ac 53.55% Impervious Runoff Depth=2.55" Tc=35.0 min CN=61/98 Runoff=4.13 cfs 0.476 of Subcatchment 9S: WEST OF MOBILE Runoff Area=119.900 ac 19.99% Impervious Runoff Depth=1.62" Flow Length=3,300' Tc=102.4 min CN=63/98 Runoff=68.50 cfs 16.141 of Subcatchment 9SP: 9SP Runoff Area=6.839 ac 69.26% Impervious Runoff Depth=3.03" Tc=15.0 min CN=61/98 Runoff=23.35 cfs 1.726 of Subcatchment 10SP: 10SP Runoff Area=0.446 ac 39.46% Impervious Runoff Depth=2.12" Tc=10.0 min CN=61/98 Runoff=1.24 cfs 0.079 of Subcatchment 11 SP: 11 SP Runoff Area=1.748 ac 1.95% Impervious Runoff Depth=1.20" Tc=20.0 min CN=65/98 Runoff=2.15 cfs 0.175 of 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 85 Subcatchment 12SP: 12SP Runoff Area=1.123 ac 0.00% Impervious Runoff Depth=0.76" Tc=20.0 min CN=58/0 Runoff=0.76 cfs 0.071 of Subcatchment 13SP: 13SP Runoff Area=0.177 ac 0.00% Impervious Runoff Depth=0.92" Tc=7.0 min CN=61/0 Runoff=0.26 cfs 0.014 of Subcatchment 14SP: 14SP Runoff Area=0.280 ac 0.00% Impervious Runoff Depth=0.92" Tc=7.0 min CN=61/0 Runoff=0.41 cfs 0.021 of Subcatchment 15SP: 15SP Runoff Area=1.903 ac 87.60% Impervious Runoff Depth=3.59" Tc=12.0 min CN=61/98 Runoff=8.47 cfs 0.569 of Pond 1P: Ex School Blvd Pond Peak EIev=950.24' Storage=11.337 of Inflow=41.69 cfs 20.723 of Primary=16.02 cfs 20.706 of Secondary=0.00 cfs 0.000 of Outflow=16.02 cfs 20.706 of Pond 8P: Proposed Infiltration Pond Peak EIev=953.26' Storage=168.159 cf Inflow=41.90 cfs 3.025 of Discarded=0.13 cfs 0.961 of Primary=2.41 cfs 1.834 of Secondary=0.00 cfs 0.000 of Outflow=2.54 cfs 2.795 of Pond TH-05P: LANDLOCKED WETLAND Peak EIev=945.44' Storage=17.741 of Inflow=71.37 cfs 18.221 of Discarded=0.29 cfs 6.325 of Primary=0.00 cfs 0.000 of Outflow=0.29 cfs 6.325 of Pond TH-07AP: STORAGE NORTH OF Peak EIev=963.38' Storage=9.640 of Inflow=70.61 cfs 15.686 of Discarded=6.37 cfs 8.384 of Primary=6.99 cfs 7.302 of Secondary=0.00 cfs 0.000 of Outflow=13.36 cfs 15.686 of Pond TH-07P: MOVIE THEATER POND Peak EIev=956.72' Storage=5.979 of Inflow=65.01 cfs 16.610 of Outflow=23.20 cfs 16.599 of Link 1L: To Basin from Site Inflow=15.75 cfs 1.446 of Primary=15.75 cfs 1.446 of Link E: East Discharge Inflow=0.66 cfs 0.035 of Primary=0.66 cfs 0.035 of Link N: To N Wetland Inflow=16.02 cfs 20.706 of Primary=16.02 cfs 20.706 of Link NW: To NW Wetland Inflow=4.54 cfs 2.080 of Primary=4.54 cfs 2.080 of Total Runoff Area = 268.750 ac Runoff Volume = 48.529 of Average Runoff Depth = 2.17" 62.58% Pervious = 168.180 ac 37.42% Impervious = 100.570 ac 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 86 Summary for Subcatchment 1S: 1S - EX LAND USE Created by LK 8/7/2019 Runoff = 68.81 cfs @ 13.34 hrs, Volume= 15.266 af, Depth= 2.66" Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 50.648 85 1/8 acre lots, 65% imp, HSG B 18.230 78 Row crops, straiqht row, Good, HSG B 68.878 83 Weighted Average 35.957 70 52.20% Pervious Area 32.921 98 47.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 100.0 Direct Entry, Direct Entry Subcatchment IIS: 1 S - EX LAND USE Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 87 Summary for Subcatchment 1 SP: 1 SP Runoff = 5.02 cfs @ 12.23 hrs, Volume= 0.370 af, Depth= 3.25" Routed to Pond 8P : Proposed Infiltration Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 1.047 98 Paved parking, HSG B 0.321 61 >75% Grass cover, Good, HSG B 1.368 89 Weighted Average 0.321 61 23.46% Pervious Area 1.047 98 76.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 1 SP: 1 SP Hydrograph ❑ Runoff 5.02 cfs 5- MSE 24 -hr 3 10 -Year Rainfall 4.20" 4 Runoff Area=1.368 ac Runoff Volume=0.370 of 3 Runoff Depth=3.25 LL Tcc=15.0 min 2 CN=61/98 1 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 88 Summary for Subcatchment 2SP: 2SP Runoff = 5.37 cfs @ 12.20 hrs, Volume= 0.361 af, Depth= 3.38" Routed to Pond 8P : Proposed Infiltration Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 1.035 98 Paved parking, HSG B 0.245 61 >75% Grass cover, Good, HSG B 1.280 91 Weighted Average 0.245 61 19.14% Pervious Area 1.035 98 80.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 2SP: 2SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 89 Summary for Subcatchment 3S: 3S - EX LAND USE Runoff = 2.42 cfs @ 12.93 hrs, Volume= 0.420 af, Depth= 0.81" Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 3.310 58 Woods/grass comb., Good, HSG B 2.918 61 >75% Grass cover, Good, HSG B 6.228 59 Weighted Average 6.228 59 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 56.8 300 0.0067 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 2.0 236 0.0170 1.96 Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 fps 58.8 536 Total Subcatchment 3S: 3S - EX LAND USE Hydrograph ❑ Runoff MSE 24 -hr 3 Tc -58.8 m i n CN=59/0 0 160 180 200 220 240 260 280 304: Time (hours) 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 @2023 HydroCAD Software Solutions LLC Page 90 Summary for Subcatchment 3SP: 3SP Runoff = 0.93 cfs @ 12.14 hrs, Volume= 0.052 af, Depth= 3.13" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 0.145 98 Paved parking, HSG B 0.055 61 >75% Grass cover, Good, HSG B 0.200 88 Weighted Average 0.055 61 27.50% Pervious Area 0.145 98 72.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 3SP: 3SP Hydrograph ❑ Runoff 0.93 cfs MSE 24 -hr 3 10 -Year Rainfall==4.20" Runoff Area=0.200 ac Runoff Volume=0.052 of Runoff Depth 3.13" 3 Tc=7.0 m i n O U- CN=61/98 20 40 60 80 100 120 140160 180 200 220 240260 280 11 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 91 Summary for Subcatchment 4S: 4S - CONSIDERS FUTURE DEVEL Created by LK 8/7/2019 [47] Hint: Peak is 262% of capacity of segment #2 Runoff = 64.89 cfs @ 12.67 hrs, Volume= 9.273 af, Depth= 3.12" Routed to Pond TH-07P : MOVIE THEATER POND Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 12.000 98 Paved parking, HSG A 1.220 98 Water Surface, HSG B 7.395 61 >75% Grass cover, Good, HSG B 15.000 92 Urban commercial, 85% imp, HSG B 35.615 88 Weighted Average 9.645 60 27.08% Pervious Area 25.970 98 72.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.4 300 0.0100 0.10 Sheet Flow, Calculated GIS Grass: Dense n=0.240 P2=2.81" 2.5 1,180 0.0120 7.89 24.78 Pipe Channel, 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete sewer w/manholes & inlets 50.9 1,480 Total 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 92 N U Subcatchment 4S: 4S - CONSIDERS FUTURE DEVEL Hydrograph Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 93 Summary for Subcatchment 4SP: 4SP Runoff = 9.07 cfs @ 12.17 hrs, Volume= 0.574 af, Depth= 3.77" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 1.710 98 Paved parking, HSG B 0.117 61 >75% Grass cover, Good, HSG B 1.827 96 Weighted Average 0.117 61 6.40% Pervious Area 1.710 98 93.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, N V 3 0 LL 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 304: Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 94 Summary for Subcatchment 5S: 5S - EX LAND USE Runoff = 19.56 cfs @ 12.64 hrs, Volume= 2.678 af, Depth= 1.91" Routed to Pond 1 P : Ex School Blvd Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 5.473 98 Unconnected pavement, HSG B 11.387 61 >75% Grass cover, Good, HSG B 16.860 73 Weighted Average 11.387 61 67.54% Pervious Area 5.473 98 32.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 36.7 300 0.0200 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 0.9 113 0.0177 2.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 8.1 700 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fos 45.7 1,113 Total N w V 3 0 LL Subcatchment 5S: 5S - EX LAND USE Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 95 Summary for Subcatchment 5SP: 5SP Runoff = 2.05 cfs @ 12.14 hrs, Volume= 0.115 af, Depth= 3.40" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 0.331 98 Paved parking, HSG B 0.076 61 >75% Grass cover, Good, HSG B 0.407 91 Weighted Average 0.076 61 18.67% Pervious Area 0.331 98 81.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, N V 3 0 LL ■ Runoff 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 96 Summary for Subcatchment 6SP: 6SP Runoff = 1.22 cfs @ 12.43 hrs, Volume= 0.127 af, Depth= 1.18" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 1.181 61 >75% Grass cover, Good, HSG B 0.111 98 Unconnected pavement, HSG B 1.292 64 Weighted Average 1.181 61 91.41 % Pervious Area 0.111 98 8.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 150 0.0100 0.09 Sheet Flow, Grass: Dense n=0.240 P2=2.81" Subcatchment 6SP: 6SP Hydrograph ❑ Runoff MSE 24 -hr 3 10 -Year Rainfall=4.20" Runoff Area=1.292 ac Runoff Volume=0.127 of I 1k Runoff Depth=1.18" LL 1 1 r Flow Length=150' 1 1 IrA Slope=0.0100 '/' I IIA Tc=27.8 min I in CN=61/98 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 97 Summary for Subcatchment 7SP: 7SP Runoff = 0.42 cfs @ 12.14 hrs, Volume= 0.023 af, Depth= 2.02" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 0.050 98 Paved parking, HSG B 0.088 61 >75% Grass cover, Good, HSG B 0.138 74 Weighted Average 0.088 61 63.77% Pervious Area 0.050 98 36.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 Subcatchment 7SP: 7SP 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 98 Summary for Subcatchment 8SP: 8SP Runoff = 4.13 cfs @ 12.49 hrs, Volume= 0.476 af, Depth= 2.55" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 1.200 98 Paved parking, HSG B 1.041 61 >75% Grass cover, Good, HSG B 2.241 81 Weighted Average 1.041 61 46.45% Pervious Area 1.200 98 53.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.0 Direct Entry, 4 3 N 3 0 LL 2 1 0 0 Subcatchment 8SP: 8SP Hydrograph MSE 24 -hr 3 10 -Year Rainfall=4.20" Runoff Area=2.241 ac Runoff Volume=0.476 of Runoff Depth=2.55" Tc=35.0 m i n CN=61/98 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Runoff 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 99 Summary for Subcatchment 9S: WEST OF MOBILE HOME PARK KF Checked 06/12/19 [47] Hint: Peak is 122% of capacity of segment #3 Runoff = 68.50 cfs @ 13.41 hrs, Volume= 16.141 af, Depth= 1.62" Routed to Pond TH-05P : LANDLOCKED WETLAND Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 63.060 70 1/4 acre lots, 38% imp, HSG A 11.410 85 Wetland 45.430 67 Row crops, straight row, Good, HSG A 119.900 70 Weighted Average 95.937 63 80.01 % Pervious Area 23.963 98 19.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 63.9 300 0.0050 0.08 Sheet Flow, Grass: Dense n=0.240 P2=2.81" 33.7 1,000 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.8 2,000 0.0200 7.01 56.04 Channel Flow, Area= 8.0 sf Perim= 8.0' r= 1.00' n= 0.030 Earth, qrassed & winding 102.4 3,300 Total 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 @2023 HydroCAD Software Solutions LLC Page 100 N U Subcatchment 9S: WEST OF MOBILE HOME PARK Hydrograph Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 @2023 HydroCAD Software Solutions LLC Page 101 Summary for Subcatchment 9SP: 9SP Runoff = 23.35 cfs @ 12.23 hrs, Volume= 1.726 af, Depth= 3.03" Routed to Pond 8P : Proposed Infiltration Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 4.737 98 Paved parking, HSG B 2.102 61 >75% Grass cover, Good, HSG B 6.839 87 Weighted Average 2.102 61 30.74% Pervious Area 4.737 98 69.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 9SP: 9SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 102 Summary for Subcatchment 10SP: 10SP Runoff = 1.24 cfs @ 12.18 hrs, Volume= 0.079 af, Depth= 2.12" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 0.270 61 >75% Grass cover, Good, HSG B 0.176 98 Unconnected pavement, HSG B 0.446 76 Weighted Average 0.270 61 60.54% Pervious Area 0.176 98 39.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 10SP: 10SP Hydrograph ❑ Runoff 'I.24 CTS MSE 24 -hr 3 10 -Year Rainfall=4.20" Runoff Area=0.446 ac Runoff Volume=0.079 of Runoff Depth 2.1.2" LL Tcc=10.0 min CN=61/98 20 40 60 80 100 120 140160 180 200 220 240260 280 11 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 103 Summary for Subcatchment 11 SP: 11 SP Runoff = 2.15 cfs @ 12.32 hrs, Volume= 0.175 af, Depth= 1.20" Routed to Link NW: To NW Wetland Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 0.034 98 Paved parking, HSG B 1.714 65 Woods/grass comb., Fair, HSG B 1.748 66 Weighted Average 1.714 65 98.05% Pervious Area 0.034 98 1.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment 11 SP: 11 SP Hydrograph V 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 104 Summary for Subcatchment 12SP: 12SP Runoff = 0.76 cfs @ 12.35 hrs, Volume= 0.071 af, Depth= 0.76" Routed to Link NW: To NW Wetland Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 1.123 58 Woods/grass comb., Good, HSG B 1.123 58 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment 12SP: 12SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 105 Summary for Subcatchment 13SP: 13SP Runoff = 0.26 cfs @ 12.16 hrs, Volume= 0.014 af, Depth= 0.92" Routed to Link E : East Discharge Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 0.177 61 >75% Grass cover, Good, HSG B 0.177 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, N w V 3 0 LL ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 106 Summary for Subcatchment 14SP: 14SP Runoff = 0.41 cfs @ 12.16 hrs, Volume= 0.021 af, Depth= 0.92" Routed to Link E : East Discharge Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 0.280 61 >75% Grass cover, Good, HSG B 0.280 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 14SP: 14SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 107 Summary for Subcatchment 15SP: 15SP Runoff = 8.47 cfs @ 12.19 hrs, Volume= 0.569 af, Depth= 3.59" Routed to Pond 8P : Proposed Infiltration Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.20" Area (ac) CN Description 1.667 98 Paved parking, HSG B 0.236 61 >75% Grass cover, Good, HSG B 1.903 93 Weighted Average 0.236 61 12.40% Pervious Area 1.667 98 87.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 15SP: 15SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 108 Summary for Pond 1 P: Ex School Blvd Pond Inflow Area = 134.589 ac, 50.59% Impervious, Inflow Depth = 1.85" for 10 -Year event Inflow = 41.69 cfs @ 12.68 hrs, Volume= 20.723 of Outflow = 16.02 cfs @ 17.08 hrs, Volume= 20.706 af, Atten= 62%, Lag= 264.3 min Primary = 16.02 cfs @ 17.08 hrs, Volume= 20.706 of Routed to Link N : To N Wetland Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Link NW: To NW Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Starting Elev= 945.95' Surf.Area= 1.156 ac Storage= 5.212 of Peak Elev= 950.24' @ 17.08 hrs Surf.Area= 1.735 ac Storage= 11.337 of (6.125 of above start) Plug -Flow detention time= 603.0 min calculated for 15.491 of (75% of inflow) Center -of -Mass det. time= 266.8 min ( 1,341.8 - 1,075.0 ) Volume Invert Avail.Storage Storage Description #1 940.00' 14.670 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 940.00 0.550 0.000 0.000 942.00 0.800 1.350 1.350 944.00 0.980 1.780 3.130 946.00 1.160 2.140 5.270 948.00 1.400 2.560 7.830 950.00 1.690 3.090 10.920 952.00 2.060 3.750 14.670 Device Routing Invert Outlet Devices #1 Primary 945.95' 18.0" Round RCP -Round 18" L= 115.0' Ke= 0.500 Inlet/ Outlet Invert= 945.95'/ 943.54' S=0.0210'/' Cc= 0.900 n=0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 951.00' 10.0' long + 50.0 '/' SideZ x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=16.02 cfs @ 17.08 hrs HW=950.24' TW=0.00' (Dynamic Tailwater) L1=RCP_Round 18" (Inlet Controls 16.02 cfs @ 9.06 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=945.95' TW=0.00' (Dynamic Tailwater) 't2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 @2023 HydroCAD Software Solutions LLC Page 109 VJ V Pond 1P: Ex School Blvd Pond Hydrograph Time (hours) ■ Inflow ■ Outflow ■ Primary ■ Secondary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 110 Summary for Pond 8P: Proposed Infiltration Pond Inflow Area = 11.390 ac, 74.50% Impervious, Inflow Depth = 3.19" for 10 -Year event Inflow = 41.90 cfs @ 12.22 hrs, Volume= 3.025 of Outflow = 2.54 cfs @ 13.60 hrs, Volume= 2.795 af, Atten= 94%, Lag= 83.1 min Discarded = 0.13 cfs @ 13.60 hrs, Volume= 0.961 of Primary = 2.41 cfs @ 13.60 hrs, Volume= 1.834 of Routed to Link NW: To NW Wetland 19,244 16,620 72,662 Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Link NW: To NW Wetland 57,607 107,850 312,165 Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Starting Elev= 951.00' Surf.Area= 37,337 sf Storage= 72,945 cf Peak Elev= 953.26' @ 13.60 hrs Surf.Area= 47,045 sf Storage= 168,159 cf (95,214 cf above start) Plug -Flow detention time= 5,579.8 min calculated for 1.121 of (37% of inflow) Center -of -Mass det. time= 2,341.2 min ( 3,103.6 - 762.4 ) Volume Invert Avail.Storage Storage Description #1 945.00' 621,567 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 945.00 8,274 0 0 946.00 9,354 8,814 8,814 948.00 11,771 21,125 29,939 950.00 14,332 26,103 56,042 950.99 19,244 16,620 72,662 951.00 37,337 283 72,945 954.00 50,243 131,370 204,315 956.00 57,607 107,850 312,165 956.50 60,000 29,402 341,567 960.00 100,000 280,000 621,567 Device Routing Invert Outlet Devices #1 Primary 951.00' 15.0" Round Culvert L= 100.0' Ke= 0.500 Inlet/ Outlet Invert= 951.00'/ 950.00' S=0.0100'/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 955.00' 5.0' long + 4.0 '/' SideZ x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #3 Discarded 951.00' 0.600 in/hr Exfiltration over Surface area above 951.00' Excluded Surface area = 37,337 sf #4 Device 1 955.00' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 955.00' 5.0' 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 #6 Device 1 952.00' 10.0" Vert. Orifice/Grate C=0.600 Limited to weir flow at low heads 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 111 Discarded OutFlow Max=0.13 cfs @ 13.60 hrs HW=953.26' (Free Discharge) L3=Exfiltration (Exfiltration Controls 0.13 cfs) Primary OutFlow Max=2.41 cfs @ 13.60 hrs HW=953.26' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 2.41 cfs of 7.13 cfs potential flow) =Orifice/Grate ( Controls 0.00 cfs) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) =Orifice/Grate (Orifice Controls 2.41 cfs @ 4.41 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=951.00' TW=0.00' (Dynamic Tailwater) L2=113road-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 8P: Proposed Infiltration Pond Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 112 Summary for Pond TH-05P: LANDLOCKED WETLAND Inflow Area = 134.161 ac, 24.21 % Impervious, Inflow Depth = 1.63" for 10 -Year event Inflow = 71.37 cfs @ 13.41 hrs, Volume= 18.221 of Outflow = 0.29 cfs @ 27.81 hrs, Volume= 6.325 af, Atten= 100%, Lag= 863.9 min Discarded = 0.29 cfs @ 27.81 hrs, Volume= 6.325 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Peak Elev= 945.44'@ 27.81 hrs Surf.Area= 4.839 ac Storage= 17.741 of Plug -Flow detention time= 8,316.4 min calculated for 6.324 of (35% of inflow) Center -of -Mass det. time= 8,160.1 min ( 9,067.7 - 907.7 ) Volume Invert Avail.Storage Storage Description #1 938.00' 126.200 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 938.00 0.380 0.000 0.000 940.00 1.300 1.680 1.680 942.00 2.340 3.640 5.320 944.00 3.840 6.180 11.500 946.00 5.230 9.070 20.570 952.00 16.710 65.820 86.390 954.00 23.100 39.810 126.200 Device Routing Invert Outlet Devices #1 Discarded 938.00' 0.060 in/hr Exfiltration over Surface area #2 Primary 953.00' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.29 cfs @ 27.81 hrs HW=945.44' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.29 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=938.00' (Free Discharge) 't2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 113 N V Pond TH-05P: LANDLOCKED WETLAND Hydrograph Time (hours) IInflow Outflow Discarded Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 114 Summary for Pond TH-07AP: STORAGE NORTH OF MOBILE HOMES Created by LK 8/7/2019. Storage matches Lidar. Outlet matches as -built: https://datalink.wsbeng.com/DataLink-Monticello/AsBuilts/ST%20507.pdf Added flood elevation at 960. Added exfiltration. [58] Hint: Peaked 3.38' above defined flood level Inflow Area = 75.106 ac, 43.83% Impervious, Inflow Depth = 2.51" for 10 -Year event Inflow = 70.61 cfs @ 13.32 hrs, Volume= 15.686 of Outflow = 13.36 cfs @ 15.57 hrs, Volume= 15.686 af, Atten= 81 %, Lag= 134.9 min Discarded = 6.37 cfs @ 15.57 hrs, Volume= 8.384 of Primary = 6.99 cfs @ 15.57 hrs, Volume= 7.302 of Routed to Pond TH-07P : MOVIE THEATER POND Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Pond TH-07P : MOVIE THEATER POND Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Peak Elev= 963.38' @ 15.57 hrs Surf.Area= 3.161 ac Storage= 9.640 of Flood Elev= 960.00' Surf.Area= 1.150 ac Storage= 3.290 of Plug -Flow detention time= 499.9 min calculated for 15.683 of (100% of inflow) Center -of -Mass det. time= 500.2 min ( 1,358.7 - 858.5 ) Volume Invert Avail.Storage Storage Description #1 954.00' 23.140 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.00 0.020 0.000 0.000 956.00 0.350 0.370 0.370 958.00 0.710 1.060 1.430 960.00 1.150 1.860 3.290 962.00 1.790 2.940 6.230 964.00 3.780 5.570 11.800 966.00 7.560 11.340 23.140 Device Routing Invert Outlet Devices #1 Device 3 958.72' 15.0" Round RCP -Round 15" L= 127.0' Ke= 0.500 Inlet / Outlet Invert= 958.72'/ 958.25' S= 0.0037 T Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 3 963.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 958.25' 15.0" Round Culvert L= 329.0' Ke= 0.500 Inlet / Outlet Invert= 958.25'/ 957.51' S= 0.0022 T Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 1.23 sf #4 Discarded 954.00' 2.000 in/hr Exfiltration over Surface area #5 Secondary 965.00' 10.0' long 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 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 115 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=6.37 cfs @ 15.57 hrs HW=963.38' (Free Discharge) L4=Exfiltration (Exfiltration Controls 6.37 cfs) Primary OutFlow Max=6.99 cfs @ 15.57 hrs HW=963.38' TW=955.95' (Dynamic Tailwater) L3=Culvert (Barrel Controls 6.99 cfs @ 5.69 fps) �__2=0rifice/G 1=RCP_Round15" (Passes < 9.18 cfs potential flow) rate (Passes < 9.53 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.00' TW=953.37' (Dynamic Tailwater) L5= Broad -Crested Rectangular Weir ( Controls 0.00 cfs) VJ V 3 0 LL Pond TH-07AP: STORAGE NORTH OF MOBILE HOMES Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 116 Summary for Pond TH-07P: MOVIE THEATER POND Created by LK 8/7/2019 Storage matches Lidar. Outlet matches as -built: https://datalink.wsbeng.com/DataLink-Monticello/AsBuilts/ST%20440.pdf Inflow Area = 111.178 ac, 52.97% Impervious, Inflow Depth = 1.79" for 10 -Year event Inflow = 65.01 cfs @ 12.67 hrs, Volume= 16.610 of Outflow = 23.20 cfs @ 13.66 hrs, Volume= 16.599 af, Atten= 64%, Lag= 59.3 min Primary = 23.20 cfs @ 13.66 hrs, Volume= 16.599 of Routed to Pond 1 P : Ex School Blvd Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Starting Elev= 953.37' Surf.Area= 1.122 ac Storage= 1.471 of Peak Elev= 956.72' @ 13.66 hrs Surf.Area= 1.526 ac Storage= 5.979 of (4.508 of above start) Plug -Flow detention time= 267.4 min calculated for 15.125 of (91 % of inflow) Center -of -Mass det. time= 168.7 min ( 1,142.9 - 974.2 ) Volume Invert Avail.Storage Storage Description #1 951.87' 15.795 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 951.87 0.840 0.000 0.000 954.00 1.240 2.215 2.215 956.00 1.450 2.690 4.905 958.00 1.660 3.110 8.015 960.00 1.870 3.530 11.545 962.00 2.380 4.250 15.795 Device Routing Invert Outlet Devices #1 Device 2 959.02' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 953.37' 24.0" Round RCP -Round 24" L= 249.0' Ke= 0.500 Inlet/ Outlet Invert= 953.37'/ 950.15' S=0.0129'/' Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf #3 Device 2 951.87' 24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=23.20 cfs @ 13.66 hrs HW=956.72' TW=949.12' (Dynamic Tailwater) L2=RCP_Round 24" (Inlet Controls 23.20 cfs @ 7.38 fps) 1=Orifice/Grate ( Controls 0.00 cfs) L3=Orifice/G rate (Passes 23.20 cfs of 27.69 cfs potential flow) 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 @2023 HydroCAD Software Solutions LLC Page 117 ❑ Inflow ❑ Primary 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 118 Summary for Link 1L: To Basin from Site Inflow Area = 6.551 ac, 56.83% Impervious, Inflow Depth = 2.65" for 10 -Year event Inflow = 15.75 cfs @ 12.17 hrs, Volume= 1.446 of Primary = 15.75 cfs @ 12.17 hrs, Volume= 1.446 af, Atten= 0%, Lag= 0.0 min Routed to Pond 1 P : Ex School Blvd Pond Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs 1 1 1 1 1 1 1 w 1 21 3 0 LL ■ Inflow ■ Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 119 Summary for Link E: East Discharge Inflow Area = 0.457 ac, 0.00% Impervious, Inflow Depth = 0.92" for 10 -Year event Inflow = 0.66 cfs @ 12.16 hrs, Volume= 0.035 of Primary = 0.66 cfs @ 12.16 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.0 min Routed to Pond TH-07P : MOVIE THEATER POND Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs N w V 3 0 LL Link E: East Discharge Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Inflow ❑ Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 120 Summary for Link N: To N Wetland Inflow Area = 134.589 ac, 50.59% Impervious, Inflow Depth = 1.85" for 10 -Year event Inflow = 16.02 cfs @ 17.08 hrs, Volume= 20.706 of Primary = 16.02 cfs @ 17.08 hrs, Volume= 20.706 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs 1 1 1 1 1 1 1 w 1 0 3 0 LL Link N: To N Wetland Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Inflow ❑ Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 10 -Year Rainfall=4.20" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 121 Summary for Link NW: To NW Wetland Inflow Area = 14.261 ac, 59.74% Impervious, Inflow Depth = 1.75" for 10 -Year event Inflow = 4.54 cfs @ 12.37 hrs, Volume= 2.080 of Primary = 4.54 cfs @ 12.37 hrs, Volume= 2.080 af, Atten= 0%, Lag= 0.0 min Routed to Pond TH-05P : LANDLOCKED WETLAND Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs N U 3 0 LL Link NW: To NW Wetland Hydrograph v 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Inflow ❑ Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 122 Time span=0.00-300.00 hrs, dt=0.05 hrs, 6001 points Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: 1S - EX LAND USE Runoff Area=68.878 ac 47.80% Impervious Runoff Depth=5.32" Tc=100.0 min CN=70/98 Runoff=139.60 cfs 30.544 of Subcatchment 1SP: 1SP Runoff Area=1.368 ac 76.54% Impervious Runoff Depth=6.01" Tc=15.0 min CN=61/98 Runoff=9.29 cfs 0.686 of Subcatchment 2SP: 2SP Runoff Area=1.280 ac 80.86% Impervious Runoff Depth=6.19" Tc=12.0 min CN=61/98 Runoff=9.78 cfs 0.661 of Subcatchment 3S: 3S - EX LAND USE Runoff Area=6.228 ac 0.00% Impervious Runoff Depth=2.66" Flow Length=536' Tc=58.8 min CN=59/0 Runoff=9.36 cfs 1.380 of Subcatchment 3SP: 3SP Runoff Area=0.200 ac 72.50% Impervious Runoff Depth=5.85" Tc=7.0 min CN=61/98 Runoff=1.74 cfs 0.097 of Subcatchment 4S: 4S - CONSIDERS Runoff Area=35.615 ac 72.92% Impervious Runoff Depth=5.84" Flow Length=1,480' Tc=50.9 min CN=60/98 Runoff=121.46 cfs 17.326 of Subcatchment 4SP: 4SP Runoff Area=1.827 ac 93.60% Impervious Runoff Depth=6.72" Tc=10.0 min CN=61/98 Runoff=15.94 cfs 1.023 of Subcatchment 5S: 5S - EX LAND USE Runoff Area=16.860 ac 32.46% Impervious Runoff Depth=4.20" Flow Length=1,113' Tc=45.7 min CN=61/98 Runoff=45.48 cfs 5.899 of Subcatchment 5SP: 5SP Runoff Area=0.407 ac 81.33% Impervious Runoff Depth=6.21" Tc=7.0 min CN=61/98 Runoff=3.73 cfs 0.211 of Subcatchment 6SP: 6SP Runoff Area=1.292 ac 8.59% Impervious Runoff Depth=3.22" Flow Length=150' Slope=0.0100'/' Tc=27.8 min CN=61/98 Runoff=3.72 cfs 0.346 of Subcatchment 7SP: 7SP Runoff Area=0.138 ac 36.23% Impervious Runoff Depth=4.35" Tc=7.0 min CN=61/98 Runoff=0.94 cfs 0.050 of Subcatchment 8SP: 8SP Runoff Area=2.241 ac 53.55% Impervious Runoff Depth=5.07" Tc=35.0 min CN=61/98 Runoff=8.41 cfs 0.946 of Subcatchment 9S: WEST OF MOBILE Runoff Area=119.900 ac 19.99% Impervious Runoff Depth=3.85" Flow Length=3,300' Tc=102.4 min CN=63/98 Runoff=173.68 cfs 38.455 of Subcatchment 9SP: 9SP Runoff Area=6.839 ac 69.26% Impervious Runoff Depth=5.71" Tc=15.0 min CN=61/98 Runoff=44.36 cfs 3.257 of Subcatchment 10SP: 10SP Runoff Area=0.446 ac 39.46% Impervious Runoff Depth=4.49" Tc=10.0 min CN=61/98 Runoff=2.74 cfs 0.167 of Subcatchment 11 SP: 11 SP Runoff Area=1.748 ac 1.95% Impervious Runoff Depth=3.35" Tc=20.0 min CN=65/98 Runoff=6.45 cfs 0.487 of 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 123 Subcatchment 12SP: 12SP Runoff Area=1.123 ac 0.00% Impervious Runoff Depth=2.56" Tc=20.0 min CN=58/0 Runoff=3.11 cfs 0.240 of Subcatchment 13SP: 13SP Runoff Area=0.177 ac 0.00% Impervious Runoff Depth=2.86" Tc=7.0 min CN=61/0 Runoff=0.88 cfs 0.042 of Subcatchment 14SP: 14SP Runoff Area=0.280 ac 0.00% Impervious Runoff Depth=2.86" Tc=7.0 min CN=61/0 Runoff=1.39 cfs 0.067 of Subcatchment 15SP: 15SP Runoff Area=1.903 ac 87.60% Impervious Runoff Depth=6.47" Tc=12.0 min CN=61/98 Runoff=15.12 cfs 1.026 of Pond 1P: Ex School Blvd Pond Peak Elev=951.44' Storage=13.542 of Inflow=82.78 cfs 41.033 of Primary=18.52 cfs 32.629 of Secondary=21.55 cfs 8.387 of Outflow=40.07 cfs 41.016 of Pond 8P: Proposed Infiltration Pond Peak Elev=954.87' Storage=249.671 cf Inflow=78.02 cfs 5.629 of Discarded=0.22 cfs 1.087 of Primary=4.12 cfs 4.304 of Secondary=0.00 cfs 0.000 of Outflow=4.34 cfs 5.391 of Pond TH-05P: LANDLOCKED WETLAND Peak Elev=949.51' Storage=50.670 of Inflow=183.24 cfs 51.873 of Discarded=0.72 cfs 15.376 of Primary=0.00 cfs 0.000 of Outflow=0.72 cfs 15.376 of Pond TH-07AP: STORAGE NORTH OF Peak Elev=965.55' Storage=19.924 of Inflow=146.02 cfs 31.924 of Discarded=13.53 cfs 17.055 of Primary=8.37 cfs 12.684 of Secondary=10.78 cfs 2.185 of Outflow=32.48 cfs 31.924 of Pond TH-07P: MOVIE THEATER POND Peak Elev=959.49' Storage=10.614 of Inflow=126.51 cfs 32.304 of Outflow=31.85 cfs 32.294 of Link 1 L: To Basin from Site Link E: East Discharge Link N: To N Wetland Link NW: To NW Wetland Inflow=30.12 cfs 2.840 of Primary=30.12 cfs 2.840 of Inflow=2.27 cfs 0.109 of Primary=2.27 cfs 0.109 of Inflow=18.52 cfs 32.629 of Primary=18.52 cfs 32.629 of Inflow=26.21 cfs 13.418 of Primary=26.21 cfs 13.418 of Total Runoff Area= 268.750 ac Runoff Volume= 102.910 of Average Runoff Depth =4.60" 62.58% Pervious = 168.180 ac 37.42% Impervious = 100.570 ac 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 124 Summary for Subcatchment 1S: 1S - EX LAND USE Created by LK 8/7/2019 Runoff = 139.60 cfs @ 13.32 hrs, Volume= 30.544 af, Depth= 5.32" Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 50.648 85 1/8 acre lots, 65% imp, HSG B 18.230 78 Row crops, straiqht row, Good, HSG B 68.878 83 Weighted Average 35.957 70 52.20% Pervious Area 32.921 98 47.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 100.0 Direct Entry, Direct Entry Subcatchment IIS: 1 S - EX LAND USE Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 125 Summary for Subcatchment 1 SP: 1 SP Runoff = 9.29 cfs @ 12.23 hrs, Volume= 0.686 af, Depth= 6.01" Routed to Pond 8P : Proposed Infiltration Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 1.047 98 Paved parking, HSG B 0.321 61 >75% Grass cover, Good, HSG B 1.368 89 Weighted Average 0.321 61 23.46% Pervious Area 1.047 98 76.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, N V 3 0 LL 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 304: Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 126 Summary for Subcatchment 2SP: 2SP Runoff = 9.78 cfs @ 12.20 hrs, Volume= 0.661 af, Depth= 6.19" Routed to Pond 8P : Proposed Infiltration Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 1.035 98 Paved parking, HSG B 0.245 61 >75% Grass cover, Good, HSG B 1.280 91 Weighted Average 0.245 61 19.14% Pervious Area 1.035 98 80.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, N V 3 0 LL 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 304: Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 127 Summary for Subcatchment 3S: 3S - EX LAND USE Runoff = 9.36 cfs @ 12.85 hrs, Volume= 1.380 af, Depth= 2.66" Routed to Pond TH-07AP : STORAGE NORTH OF MOBILE HOMES Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 3.310 58 Woods/grass comb., Good, HSG B 2.918 61 >75% Grass cover, Good, HSG B 6.228 59 Weighted Average 6.228 59 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 56.8 300 0.0067 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 2.0 236 0.0170 1.96 Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 fps 58.8 536 Total Subcatchment 3S: 3S - EX LAND USE Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 128 Summary for Subcatchment 3SP: 3SP Runoff = 1.74 cfs @ 12.14 hrs, Volume= 0.097 af, Depth= 5.85" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 0.145 98 Paved parking, HSG B 0.055 61 >75% Grass cover, Good, HSG B 0.200 88 Weighted Average 0.055 61 27.50% Pervious Area 0.145 98 72.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 3SP: 3SP Hydrograph ❑Runoff ISE 24 -hr 3 nfall==7.22" a=0.200 ac ie=0.097 of =7.0 min N=61/98 20 40 60 80 100 120 140 160 180 200 220 240 260 280 11 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 129 Summary for Subcatchment 4S: 4S - CONSIDERS FUTURE DEVEL Created by LK 8/7/2019 [47] Hint: Peak is 490% of capacity of segment #2 Runoff = 121.46 cfs @ 12.67 hrs, Volume= 17.326 af, Depth= 5.84" Routed to Pond TH-07P : MOVIE THEATER POND Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 12.000 98 Paved parking, HSG A 1.220 98 Water Surface, HSG B 7.395 61 >75% Grass cover, Good, HSG B 15.000 92 Urban commercial, 85% imp, HSG B 35.615 88 Weighted Average 9.645 60 27.08% Pervious Area 25.970 98 72.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.4 300 0.0100 0.10 Sheet Flow, Calculated GIS Grass: Dense n=0.240 P2=2.81" 2.5 1,180 0.0120 7.89 24.78 Pipe Channel, 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete sewer w/manholes & inlets 50.9 1,480 Total 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 @2023 HydroCAD Software Solutions LLC Page 130 N w V ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 131 Summary for Subcatchment 4SP: 4SP Runoff = 15.94 cfs @ 12.17 hrs, Volume= 1.023 af, Depth= 6.72" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 1.710 98 Paved parking, HSG B 0.117 61 >75% Grass cover, Good, HSG B 1.827 96 Weighted Average 0.117 61 6.40% Pervious Area 1.710 98 93.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 11 ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 132 Summary for Subcatchment 5S: 5S - EX LAND USE Runoff = 45.48 cfs @ 12.63 hrs, Volume= 5.899 af, Depth= 4.20" Routed to Pond 1 P : Ex School Blvd Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 5.473 98 Unconnected pavement, HSG B 11.387 61 >75% Grass cover, Good, HSG B 16.860 73 Weighted Average 11.387 61 67.54% Pervious Area 5.473 98 32.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 36.7 300 0.0200 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 0.9 113 0.0177 2.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 8.1 700 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fos 45.7 1,113 Total N w V 3 0 LL Subcatchment 5S: 5S - EX LAND USE Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 133 Summary for Subcatchment 5SP: 5SP Runoff = 3.73 cfs @ 12.14 hrs, Volume= 0.211 af, Depth= 6.21" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 0.331 98 Paved parking, HSG B 0.076 61 >75% Grass cover, Good, HSG B 0.407 91 Weighted Average 0.076 61 18.67% Pervious Area 0.331 98 81.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 5SP: 5SP Hydrograph MSE 24 -hr 3 100 -year Rainfall=7.22" 3 HRunoff Area=0.407 ac Runoff Volume=0.211 of U CN 61198 20 40 60 80 100 120 140160 180 200 220 240260 280 11 ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 134 Summary for Subcatchment 6SP: 6SP Runoff = 3.72 cfs @ 12.41 hrs, Volume= 0.346 af, Depth= 3.22" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 1.181 61 >75% Grass cover, Good, HSG B 0.111 98 Unconnected pavement, HSG B 1.292 64 Weighted Average 1.181 61 91.41 % Pervious Area 0.111 98 8.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 150 0.0100 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" Subcatchment 6SP: 6SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 135 Summary for Subcatchment 7SP: 7SP Runoff = 0.94 cfs @ 12.14 hrs, Volume= 0.050 af, Depth= 4.35" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 0.050 98 Paved parking, HSG B 0.088 61 >75% Grass cover, Good, HSG B 0.138 74 Weighted Average 0.088 61 63.77% Pervious Area 0.050 98 36.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, N V 3 0 LL 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 136 Summary for Subcatchment 8SP: 8SP Runoff = 8.41 cfs @ 12.48 hrs, Volume= 0.946 af, Depth= 5.07" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 1.200 98 Paved parking, HSG B 1.041 61 >75% Grass cover, Good, HSG B 2.241 81 Weighted Average 1.041 61 46.45% Pervious Area 1.200 98 53.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.0 Direct Entry, N V 3 0 LL 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 11 ■ Runoff 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 137 Summary for Subcatchment 9S: WEST OF MOBILE HOME PARK KF Checked 06/12/19 [47] Hint: Peak is 310% of capacity of segment #3 Runoff = 173.68 cfs @ 13.36 hrs, Volume= 38.455 af, Depth= 3.85" Routed to Pond TH-05P : LANDLOCKED WETLAND Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 63.060 70 1/4 acre lots, 38% imp, HSG A 11.410 85 Wetland 45.430 67 Row crops, straight row, Good, HSG A 119.900 70 Weighted Average 95.937 63 80.01 % Pervious Area 23.963 98 19.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 63.9 300 0.0050 0.08 Sheet Flow, Grass: Dense n=0.240 P2=2.81" 33.7 1,000 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.8 2,000 0.0200 7.01 56.04 Channel Flow, Area= 8.0 sf Perim= 8.0' r= 1.00' n= 0.030 Earth, qrassed & winding 102.4 3,300 Total 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 138 N w V Subcatchment 9S: WEST OF MOBILE HOME PARK Hydrograph Time (hours) ❑ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 139 Summary for Subcatchment 9SP: 9SP Runoff = 44.36 cfs @ 12.23 hrs, Volume= 3.257 af, Depth= 5.71" Routed to Pond 8P : Proposed Infiltration Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 4.737 98 Paved parking, HSG B 2.102 61 >75% Grass cover, Good, HSG B 6.839 87 Weighted Average 2.102 61 30.74% Pervious Area 4.737 98 69.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 9SP: 9SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 140 Summary for Subcatchment 10SP: 10SP Runoff = 2.74 cfs @ 12.18 hrs, Volume= 0.167 af, Depth= 4.49" Routed to Link 1 L : To Basin from Site Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 0.270 61 >75% Grass cover, Good, HSG B 0.176 98 Unconnected pavement, HSG B 0.446 76 Weighted Average 0.270 61 60.54% Pervious Area 0.176 98 39.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 10SP: 10SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 141 Summary for Subcatchment 11 SP: 11 SP Runoff = 6.45 cfs @ 12.31 hrs, Volume= 0.487 af, Depth= 3.35" Routed to Link NW: To NW Wetland Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 0.034 98 Paved parking, HSG B 1.714 65 Woods/grass comb., Fair, HSG B 1.748 66 Weighted Average 1.714 65 98.05% Pervious Area 0.034 98 1.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment 11 SP: 11 SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 142 Summary for Subcatchment 12SP: 12SP Runoff = 3.11 cfs @ 12.31 hrs, Volume= 0.240 af, Depth= 2.56" Routed to Link NW: To NW Wetland Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 1.123 58 Woods/grass comb., Good, HSG B 1.123 58 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment 12SP: 12SP Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 143 Summary for Subcatchment 13SP: 13SP Runoff = 0.88 cfs @ 12.15 hrs, Volume= 0.042 af, Depth= 2.86" Routed to Link E : East Discharge Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 0.177 61 >75% Grass cover, Good, HSG B 0.177 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, ■ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 144 Summary for Subcatchment 14SP: 14SP Runoff = 1.39 cfs @ 12.15 hrs, Volume= 0.067 af, Depth= 2.86" Routed to Link E : East Discharge Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 0.280 61 >75% Grass cover, Good, HSG B 0.280 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, N V 3 0 LL 1 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) Subcatchment 14SP: 14SP Hydrograph ❑ Runoff 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 145 Summary for Subcatchment 15SP: 15SP Runoff = 15.12 cfs @ 12.19 hrs, Volume= 1.026 af, Depth= 6.47" Routed to Pond 8P : Proposed Infiltration Pond Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 100 -year Rainfall=7.22" Area (ac) CN Description 1.667 98 Paved parking, HSG B 0.236 61 >75% Grass cover, Good, HSG B 1.903 93 Weighted Average 0.236 61 12.40% Pervious Area 1.667 98 87.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, ■ Runoff 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 146 Summary for Pond 1 P: Ex School Blvd Pond Inflow Area = 134.589 ac, 50.59% Impervious, Inflow Depth = 3.66" for 100 -year event Inflow = 82.78 cfs @ 12.62 hrs, Volume= 41.033 of Outflow = 40.07 cfs @ 14.07 hrs, Volume= 41.016 af, Atten= 52%, Lag= 86.9 min Primary = 18.52 cfs @ 14.07 hrs, Volume= 32.629 of Routed to Link N : To N Wetland Secondary = 21.55 cfs @ 14.07 hrs, Volume= 8.387 of Routed to Link NW: To NW Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Starting Elev= 945.95' Surf.Area= 1.156 ac Storage= 5.212 of Peak Elev= 951.44' @ 14.07 hrs Surf.Area= 1.956 ac Storage= 13.542 of (8.330 of above start) Plug -Flow detention time= 443.2 min calculated for 35.798 of (87% of inflow) Center -of -Mass det. time= 233.9 min ( 1,352.7 - 1,118.8 ) Volume Invert Avail.Storage Storage Description #1 940.00' 14.670 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 940.00 0.550 0.000 0.000 942.00 0.800 1.350 1.350 944.00 0.980 1.780 3.130 946.00 1.160 2.140 5.270 948.00 1.400 2.560 7.830 950.00 1.690 3.090 10.920 952.00 2.060 3.750 14.670 Device Routing Invert Outlet Devices #1 Primary 945.95' 18.0" Round RCP -Round 18" L= 115.0' Ke= 0.500 Inlet/ Outlet Invert= 945.95'/ 943.54' S=0.0210'/' Cc= 0.900 n=0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 951.00' 10.0' long + 50.0 '/' SideZ x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=18.52 cfs @ 14.07 hrs HW=951.44' TW=0.00' (Dynamic Tailwater) L1=RCP_Round 18" (Inlet Controls 18.52 cfs @ 10.48 fps) Secondary OutFlow Max=21.53 cfs @ 14.07 hrs HW=951.44' TW=0.00' (Dynamic Tailwater) 't2=Broad-Crested Rectangular Weir (Weir Controls 21.53 cfs @ 1.54 fps) 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 147 VJ V Pond 1P: Ex School Blvd Pond Hydrograph Time (hours) ■ Inflow ■ Outflow ■ Primary ■ Secondary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 148 Summary for Pond 8P: Proposed Infiltration Pond Inflow Area = 11.390 ac, 74.50% Impervious, Inflow Depth = 5.93" for 100 -year event Inflow = 78.02 cfs @ 12.22 hrs, Volume= 5.629 of Outflow = 4.34 cfs @ 13.64 hrs, Volume= 5.391 af, Atten= 94%, Lag= 85.4 min Discarded = 0.22 cfs @ 13.64 hrs, Volume= 1.087 of Primary = 4.12 cfs @ 13.64 hrs, Volume= 4.304 of Routed to Link NW: To NW Wetland 19,244 16,620 72,662 Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Link NW: To NW Wetland 57,607 107,850 312,165 Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Starting Elev= 951.00' Surf.Area= 37,337 sf Storage= 72,945 cf Peak Elev= 954.87' @ 13.64 hrs Surf.Area= 53,464 sf Storage= 249,671 cf (176,726 cf above start) Plug -Flow detention time= 2,186.0 min calculated for 3.716 of (66% of inflow) Center -of -Mass det. time= 1,489.0 min ( 2,246.9 - 757.9 ) Volume Invert Avail.Storage Storage Description #1 945.00' 621,567 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 945.00 8,274 0 0 946.00 9,354 8,814 8,814 948.00 11,771 21,125 29,939 950.00 14,332 26,103 56,042 950.99 19,244 16,620 72,662 951.00 37,337 283 72,945 954.00 50,243 131,370 204,315 956.00 57,607 107,850 312,165 956.50 60,000 29,402 341,567 960.00 100,000 280,000 621,567 Device Routing Invert Outlet Devices #1 Primary 951.00' 15.0" Round Culvert L= 100.0' Ke= 0.500 Inlet/ Outlet Invert= 951.00'/ 950.00' S=0.0100'/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 955.00' 5.0' long + 4.0 '/' SideZ x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #3 Discarded 951.00' 0.600 in/hr Exfiltration over Surface area above 951.00' Excluded Surface area = 37,337 sf #4 Device 1 955.00' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 955.00' 5.0' 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 #6 Device 1 952.00' 10.0" Vert. Orifice/Grate C=0.600 Limited to weir flow at low heads 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 149 Discarded OutFlow Max=0.22 cfs @ 13.64 hrs HW=954.87' (Free Discharge) L3=Exfiltration (Exfiltration Controls 0.22 cfs) Primary OutFlow Max=4.12 cfs @ 13.64 hrs HW=954.87' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 4.12 cfs of 9.58 cfs potential flow) =Orifice/Grate ( Controls 0.00 cfs) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) =Orifice/Grate (Orifice Controls 4.12 cfs @ 7.55 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=951.00' TW=0.00' (Dynamic Tailwater) L2=113road-Crested Rectangular Weir ( Controls 0.00 cfs) V! w V 3 0 LL Pond 8P: Proposed Infiltration Pond Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 150 Summary for Pond TH-05P: LANDLOCKED WETLAND Inflow Area = 134.161 ac, 24.21 % Impervious, Inflow Depth = 4.64" for 100 -year event Inflow = 183.24 cfs @ 13.56 hrs, Volume= 51.873 of Outflow = 0.72 cfs @ 29.58 hrs, Volume= 15.376 af, Atten= 100%, Lag= 961.1 min Discarded = 0.72 cfs @ 29.58 hrs, Volume= 15.376 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Peak Elev= 949.51'@ 29.58 hrs Surf.Area= 11.939 ac Storage= 50.670 of Plug -Flow detention time= 8,313.4 min calculated for 15.376 of (30% of inflow) Center -of -Mass det. time= 8,141.9 min ( 9,065.3 - 923.4 ) Volume Invert Avail.Storage Storage Description #1 938.00' 126.200 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 938.00 0.380 0.000 0.000 940.00 1.300 1.680 1.680 942.00 2.340 3.640 5.320 944.00 3.840 6.180 11.500 946.00 5.230 9.070 20.570 952.00 16.710 65.820 86.390 954.00 23.100 39.810 126.200 Device Routing Invert Outlet Devices #1 Discarded 938.00' 0.060 in/hr Exfiltration over Surface area #2 Primary 953.00' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.72 cfs @ 29.58 hrs HW=949.51' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.72 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=938.00' (Free Discharge) 't2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 151 2 1 1 1 1 1 1 1 w � 1 0 LL Pond TH-05P: LANDLOCKED WETLAND Hydrograph Time (hours) ■ Inflow ■ Outflow ■ Discarded ■ Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 152 Summary for Pond TH-07AP: STORAGE NORTH OF MOBILE HOMES Created by LK 8/7/2019. Storage matches Lidar. Outlet matches as -built: https://datalink.wsbeng.com/DataLink-Monticello/AsBuilts/ST%20507.pdf Added flood elevation at 960. Added exfiltration. [58] Hint: Peaked 5.55' above defined flood level Inflow Area = 75.106 ac, 43.83% Impervious, Inflow Depth = 5.10" for 100 -year event Inflow = 146.02 cfs @ 13.27 hrs, Volume= 31.924 of Outflow = 32.48 cfs @ 15.27 hrs, Volume= 31.924 af, Atten= 78%, Lag= 119.8 min Discarded = 13.53 cfs @ 15.26 hrs, Volume= 17.055 of Primary = 8.37 cfs @ 16.65 hrs, Volume= 12.684 of Routed to Pond TH-07P : MOVIE THEATER POND Secondary = 10.78 cfs @ 15.26 hrs, Volume= 2.185 of Routed to Pond TH-07P : MOVIE THEATER POND Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Peak Elev= 965.55' @ 15.26 hrs Surf.Area= 6.708 ac Storage= 19.924 of Flood Elev= 960.00' Surf.Area= 1.150 ac Storage= 3.290 of Plug -Flow detention time= 530.9 min calculated for 31.919 of (100% of inflow) Center -of -Mass det. time= 531.2 min ( 1,384.2 - 853.0 ) Volume Invert Avail.Storage Storage Description #1 954.00' 23.140 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.00 0.020 0.000 0.000 956.00 0.350 0.370 0.370 958.00 0.710 1.060 1.430 960.00 1.150 1.860 3.290 962.00 1.790 2.940 6.230 964.00 3.780 5.570 11.800 966.00 7.560 11.340 23.140 Device Routing Invert Outlet Devices #1 Device 3 958.72' 15.0" Round RCP -Round 15" L= 127.0' Ke= 0.500 Inlet / Outlet Invert= 958.72'/ 958.25' S= 0.0037 T Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 3 963.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 958.25' 15.0" Round Culvert L= 329.0' Ke= 0.500 Inlet / Outlet Invert= 958.25'/ 957.51' S= 0.0022 T Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 1.23 sf #4 Discarded 954.00' 2.000 in/hr Exfiltration over Surface area #5 Secondary 965.00' 10.0' long 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 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 153 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=13.53 cfs @ 15.26 hrs HW=965.55' (Free Discharge) L4=Exfiltration (Exfiltration Controls 13.53 cfs) Primary OutFlow Max=8.37 cfs @ 16.65 hrs HW=965.39' TW=958.73' (Dynamic Tailwater) L3=Culvert (Barrel Controls 8.37 cfs @ 6.82 fps) �__2=0rifice/G 1=RCPRound15" (Passes < 11.31 cfs potential flow) rate (Passes < 93.53 cfs potential flow) Secondary OutFlow Max=10.78 cfs @ 15.26 hrs HW=965.55' TW=959.23' (Dynamic Tailwater) L5= Broad -Crested Rectangular Weir (Weir Controls 10.78 cfs @ 1.96 fps) Pond TH-07AP: STORAGE NORTH OF MOBILE HOMES Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 154 Summary for Pond TH-07P: MOVIE THEATER POND Created by LK 8/7/2019 Storage matches Lidar. Outlet matches as -built: https://datalink.wsbeng.com/DataLink-Monticello/AsBuilts/ST%20440.pdf Inflow Area = 111.178 ac, 52.97% Impervious, Inflow Depth = 3.49" for 100 -year event Inflow = 126.51 cfs @ 12.68 hrs, Volume= 32.304 of Outflow = 31.85 cfs @ 13.87 hrs, Volume= 32.294 af, Atten= 75%, Lag= 71.8 min Primary = 31.85 cfs @ 13.87 hrs, Volume= 32.294 of Routed to Pond 1 P : Ex School Blvd Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs Starting Elev= 953.37' Surf.Area= 1.122 ac Storage= 1.471 of Peak Elev= 959.49' @ 13.87 hrs Surf.Area= 1.817 ac Storage= 10.614 of (9.143 of above start) Plug -Flow detention time= 251.1 min calculated for 30.817 of (95% of inflow) Center -of -Mass det. time= 178.9 min ( 1,205.0 - 1,026.1 ) Volume Invert Avail.Storage Storage Description #1 951.87' 15.795 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 951.87 0.840 0.000 0.000 954.00 1.240 2.215 2.215 956.00 1.450 2.690 4.905 958.00 1.660 3.110 8.015 960.00 1.870 3.530 11.545 962.00 2.380 4.250 15.795 Device Routing Invert Outlet Devices #1 Device 2 959.02' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 953.37' 24.0" Round RCP -Round 24" L= 249.0' Ke= 0.500 Inlet/ Outlet Invert= 953.37'/ 950.15' S=0.0129'/' Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf #3 Device 2 951.87' 24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=31.84 cfs @ 13.87 hrs HW=959.49' TW=951.43' (Dynamic Tailwater) L2=RCP_Round 24" (Barrel Controls 31.84 cfs @ 10.14 fps) 1=Orifice/Grate (Passes < 16.79 cfs potential flow) L3=Orifice/G rate (Passes < 37.44 cfs potential flow) 022411-000-ProCond-wSchoolPond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 155 N w V Pond TH-07P: MOVIE THEATER POND Hydrograph Time (hours) ❑ Inflow ❑ Primary 022411 -000-ProCond-wSchool Pond MSE 24-hr3 100-yearRainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD@ 10.20-3c s/n 00883 @ 2023 HydroCAD Software Solutions LLC Page 156 Summary for Link 1L: To Basin from Site Inflow Area = 6.551 ac, 56.83% Impervious, Inflow Depth= 5.20" for 100 -year event Inflow = 30.12 cfs @ 12.17 hrs, Volume= 2.840 of Primary = 30.12 cfs @ 12.17 hrs, Volume= 2.840 af, Atten= 0%, Lag= 0.0 min Routed to Pond 1 P : Ex School Blvd Pond Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs 0 ME FEI—Inflow —j 10 Primary Link 1L: To Basin from Site Hydrograph 30.12 cfs . ..... . ...... . ...... . 4 - - - - 4 - - - - 4- - - - 4 -4 32 30.12 ds j .. . ...... . ...... . ...... . .... . ...... . ...... . ...... . ...... I ...... . ...... . ...... . ...... . j .... . ...... . ...... . ...... . .. j .. . ...... . ...... . ...... . .... . ...... . ...... . ...... . ...... I ...... . ....... ....... Inflow Area=6.551 ac 30 I I 28 .. . ...... . ...... . ...... . .... . ...... . ...... . ...... . ...... . ...... . ...... . ...... . ...... . .... . ...... . ...... . ...... . .. .. . ...... . ...... . ...... . .... . ...... . ...... . ...... . ...... . ...... . ....... 26 24 ...... . ... .. . ...... . ...... . ...... . ..... . ...... . ...... . ...... . ...... . ...... . ...... . ...... . ...... . . .... . ...... . ...... . ...... . ... .. . ...... . ...... . ...... . .... . ...... . ...... . ...... . ...... . ...... . ...... . ...... . ...... . . .... . ...... . ...... . ...... . ... .. . ...... . ...... . ...... . .... . ...... . ...... . ...... . ...... . ...... . ...... . ...... . ...... . . .... . ...... . ...... . ...... . ... .. . ...... . ...... . ...... . ..... . ...................... .. 22 ...... . ...... . ...... . .... . ...... . ...... . ...... . ...... ...... . ...... . ...... . ...... . .... . ...... . ...... . .. - - - - -1 - - - - - - - - -1 - - - - . . ...... . ...... . .... . ...... . ...... . .... . 20 X 18 . . ...... . ...... . .... . ...... . ...... . .... . . . . . .. . . . . . . . .. . . . ... . . . .. . . 16 ..... . .... 4 . ...... . ...... . ...... . ...... 4 ...... . ...... . ...... . ...... . .... . ...... . ...... . ...... . .. .. . ...... . ...... . ...... . .... j . ...... . ...... . ...... . ...... 4 ...... . ...... . ...... . ...... . .... . ...... . ...... . ...... . .. .. . ...... . ...... . ...... . .... j . ...... . ...... . ...... . ...... 4 ...... . ...... . ...... . ...... . .... . ...... . ...... . ...... . .. .. . ...... . ...... . ...... . .... . ...... . ...... . ....... 14 12 . . ...... . .... . ...... . ...... . . i ....... 10-: ..... . ...... ...... . ...... . ...... . ...... . .... . ...... . ...... . ...... . .. .. . ...... . ...... . ...... . .... . ...... . ...... . ...... . ...... ...... . ...... . ...... . ...... . .... . ...... . ...... . ...... . .. .. . ...... . ...... . ...... . .... . ...... . ...... . ...... ....... . ...... . ...... . ...... . .... . ...... . ...... . ...... . .. .. . ...... . ...... . ...... . .... . ...... . ...... . ....... 8 .... . ...... . ...... . .... . ...... . ...... . ...... . ...... ...... . ...... . ...... . ...... . .... . ...... . ...... . ...... . .. .. . ...... . ...... . ...... . .... . ...... . ...... . ...... . ...... ...... . ...... . ...... . ...... . .... . ...... . ...... . ...... . .. .. . ...... . ...... . ...... . .... . ...... . ...... . ...... . ...... ...... . ...... . ...... . ...... . .... . ...... . ...... . ...... . .. .. . ...... . ...... . ...... . .... . ...... . ...... . ...... 6 .... . ...... . ...... . .... . ...... . ...... . ...... . ...... ...... . ...... . ...... . ...... . .... . ...... . ...... . ...... . .. .. . ...... . ...... . ...... . .... . ...... . ...... . ...... . ...... ...... . ...... . ...... . ...... . .... . ...... . ...... . ...... . .. .. . ...... . ...... . ...... . .... . ...... . ...... . ...... . ...... ...... . ...... . ...... . ...... . .... . ...... . ...... . ...... . ... .. . ...... . ...... . ...... . ..... . ...... . ...... . ...... 4 .... . ...... . ...... . .... . ...... . ...... . ...... . ...... . ...... . ...... . ...... . 2 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) FEI—Inflow —j 10 Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 157 Summary for Link E: East Discharge Inflow Area = 0.457 ac, 0.00% Impervious, Inflow Depth = 2.86" for 100 -year event Inflow = 2.27 cfs @ 12.15 hrs, Volume= 0.109 of Primary = 2.27 cfs @ 12.15 hrs, Volume= 0.109 af, Atten= 0%, Lag= 0.0 min Routed to Pond TH-07P : MOVIE THEATER POND Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs N U 3 0 LL 2 0 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) Link E: East Discharge Hydrograph ❑ Inflow ❑ Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 158 Summary for Link N: To N Wetland Inflow Area = 134.589 ac, 50.59% Impervious, Inflow Depth = 2.91" for 100 -year event Inflow = 18.52 cfs @ 14.07 hrs, Volume= 32.629 of Primary = 18.52 cfs @ 14.07 hrs, Volume= 32.629 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs N w V 3 0 LL Link N: To N Wetland Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Inflow ❑ Primary 022411 -000-ProCond-wSchool Pond MSE 24 -hr 3 100 -year Rainfall=7.22" Prepared by WSB & Associates Inc Printed 10/31/2023 HydroCAD® 10.20-3c s/n 00883 © 2023 HydroCAD Software Solutions LLC Page 159 Summary for Link NW: To NW Wetland Inflow Area = 14.261 ac, 59.74% Impervious, Inflow Depth = 11.29" for 100 -year event Inflow = 26.21 cfs @ 14.06 hrs, Volume= 13.418 of Primary = 26.21 cfs @ 14.06 hrs, Volume= 13.418 af, Atten= 0%, Lag= 0.0 min Routed to Pond TH-05P : LANDLOCKED WETLAND Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs V! w V 3 0 LL Link NW: To NW Wetland Hydrograph 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Time (hours) ❑ Inflow ❑ Primary Project Information Calculator Version: Version 4: July 2020 Project Name: Monticello Public Works User Name / Company Name: WSB Date: 10/31/2023 Project Description: Public Works Facility 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 2.9 2.9 other turf to be mowed/managed Impervious Area (acres) 3.7 Total Area (acres) 6.6 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 2.9 2.9 other turf to be mowed/managed Impervious Area (acres) 3.7 Total Area (acres) 6.6 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 14774 ft3 Volume removed by BMPs towards performance goal: ft3 Percent volume removed towards performance goal % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 8.968 acre -ft Annual runoff volume removed by BMPs: 0 acre -ft Percent annual runoff volume removed: 0 % Post development annual particulate P load: 4.0249 lbs Annual particulate P removed by BMPs: 3.622 lbs Post development annual dissolved P load: 3.293 lbs Annual dissolved P removed by BMPs: 0.757 lbs Total P removed by BMPs 4.379 lbs Percent annual total phosphorus removed: 60 % Post development annual TSS load: 1329.4 lbs Annual TSS removed by BMPs: 1196.5 lbs Percent annual TSS removed: 90 % BMP Summary Performance Goal Summary Annual Volume Summary BMP Volume Volume Volume Volume Volume Percent BMP Name Capacity Recieved Retained Outflow Percent From Direct o Retained (/o) BMP Name (ft3) (ft3) (ft3) (ft3) Retained 1 - Constructed stormwater pond 0 14774 0 14774 0 Annual Volume Summary Particulate Phosphorus 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) 1 - Constructed stormwater pond 8.968 0 0 8.968 0 Particulate Phosphorus Summary Dissolved Phosphorus Summary Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (lbs) (lbs) (lbs) (lbs) 1 - Constructed stormwater pond 4.0249 0 3.6224 0.4025 90 Dissolved Phosphorus Summary Total Phosphorus Summary Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (lbs) (lbs) (lbs) (lbs) 1 - Constructed stormwater pond 3.2931 0 0.7574 2.5357 23 Total Phosphorus Summary TSS Summary Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (lbs) (lbs) (lbs) (lbs) 1 - Constructed stormwater pond 7.318 0 4.3798 2.9382 56 TSS Summary BMP Schematic Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (lbs) (lbs) (lbs) (lbs) 1 - Constructed stormwater pond 1329.42 0 1196.48 132.94 90 BMP Schematic 1 - Lonstruded stormwater pond Appendix C Geotechnical Report Stormwater Management Plan Monticello Public Works Facility City of Monticello WSB Project No. 022411-000 Appendix I Y t Geotechnical Evaluation Report Monticello Public Works Facility Southwest of Intersection of School Boulevard and Redford Lane Monticello, Minnesota Prepared for City of Monticello Professional Certification: I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the State of Minnesota. Richard S. Jeft, PE Project Engineer License Number: 58781 October 12, 2023 Project B2304496 Braun Intertec Corporation G LICENSE PAOFESSIONAL E"NEER 58781 0' •�9 OF BRAUN I NTE RTE C The Science You Build On. October 12, 2023 Mr. Matthew Leonard City of Monticello 505 Walnut Street, Suite 1 Monticello, MN 55362 Braun Intertec Corporation 11001 Hampshire Avenue 5 Minneapolis, MN 55438 Project B2304496 Re: Geotechnical Evaluation Report Monticello Public Works Facility Southwest of Intersection of School Boulevard and Redford Lane Monticello, Minnesota Dear Mr. Leonard: Phone: 952.995.2000 Fax: 952.995.2020 Web: braunintertec.com We are pleased to present this Geotechnical Evaluation Report for the above referenced project. The following report provides the results of our evaluation and should be read in its entirety. Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date, please contact Richard Jett at 815.545.7059 (nett@braunintertec.com) or Nate McKinney at 612.369.5731 (nmckinnev@braunintertec.com). Sincerely, BRAUN INTERTEC CORPORATION f Richard S. Jetf, PE Project Engineer /V - Nathan L. McKinney, Pl/ Vice President, Principal Engineer AA/EOE Table of Contents Description Page A. Introduction......................................................................................................................................1 A.1. Project Description..............................................................................................................1 A.2. Site Conditions and History.................................................................................................3 A.3. Purpose................................................................................................................................4 A.4. Background Information and Reference Documents..........................................................4 A.S. Scope of Services.................................................................................................................4 B. Results ..............................................................................................................................................5 B.1. Geologic Overview..............................................................................................................5 B.2. Boring Results......................................................................................................................6 B.3. CPT Soundings.....................................................................................................................7 B.4. Groundwater.......................................................................................................................7 B.S. Laboratory Test Results.......................................................................................................8 C. Recommendations...........................................................................................................................8 C.1. Design and Construction Discussion...................................................................................8 C.1.a. Building Subgrade Preparation..............................................................................8 C.1.b. Reuse of On -Site Soils.............................................................................................8 C.2. Site Grading and Subgrade Preparation..............................................................................9 C.2.a. Building Subgrade Excavations...............................................................................9 C.2.b. Excavation Oversizing...........................................................................................10 C.2.c. Excavated Slopes..................................................................................................11 C.2.d. Excavation Dewatering.........................................................................................12 C.2.e. Engineered Fill Materials and Compaction..........................................................12 C.2.f. Special Inspections of Soils...................................................................................13 C.3. Spread Footings.................................................................................................................14 C.4. Below -Grade Walls............................................................................................................14 C.4.a. Drainage Control..................................................................................................15 C.4.b. Configuring and Resisting Lateral Loads...............................................................16 C.S. Interior Slabs.....................................................................................................................16 C.5.a. Subgrade Preparation for Heated Structures.......................................................16 C. 5. b. Subgrade Preparation for Unheated Structures..................................................17 C.5.c. Subgrade Modulus...............................................................................................17 C.5.d. Aggregate Base.....................................................................................................18 C.5.e. Moisture Vapor Protection..................................................................................18 C.6. Frost Protection.................................................................................................................18 C.6.a. General.................................................................................................................18 C.6.b. Frost Heave Mitigation.........................................................................................19 C.7. Pavements.........................................................................................................................21 C.7.a. Pavement Subgrade Preparation.........................................................................21 C.7.b. Pavement Subgrade Proofroll..............................................................................21 C.7.c. Design Sections....................................................................................................22 C.7.d. Concrete Pavements............................................................................................22 C.7.e. Bituminous Pavement Materials..........................................................................22 C.7.f. Subgrade Drainage...............................................................................................22 C.7.g. Performance and Maintenance...........................................................................23 C.B. Utilities..............................................................................................................................23 RQ A11M Table of Contents (continued) Description Page Appendix Soil Boring Location Sketches Log of Boring Sheets ST -1 through ST -20 Log of CPT Soundings C-1 through C-22 Descriptive Terminology of Soil Descriptive Terminology Cone Penetration Test Sieve Analysis of Soil (2) RQ Ali1M I IV 1 EIS 1 EL. C.B.a. Subgrade Stabilization..........................................................................................23 C. 8. b. Utility Backfill........................................................................................................24 C.8.c. Corrosion Potential..............................................................................................24 C.9. Stormwater........................................................................................................................24 C.9.a. Estimated Infiltration Rates..................................................................................24 C.9.b. Retention Pond Construction...............................................................................25 C.10. Equipment Support...........................................................................................................25 D. Procedures......................................................................................................................................25 D.1. Penetration Test Borings...................................................................................................25 D.2. Cone Penetration Test Soundings.....................................................................................26 D.3. Exploration Logs................................................................................................................26 D.3.a. Log of Boring Sheets.............................................................................................26 D.3.b. Cone Penetration Test Sounding Logs..................................................................26 D.3.c. Geologic Origins...................................................................................................27 D.4. Material Classification and Testing...................................................................................27 D.4.a. Visual and Manual Classification..........................................................................27 D.4.b. Laboratory Testing...............................................................................................27 D. 5. Groundwater Measurements............................................................................................27 E. Qualifications ..................................................................................................................................27 E.1. Variations in Subsurface Conditions..................................................................................27 E.1.a. Material Strata.....................................................................................................27 E.1.b. Groundwater Levels.............................................................................................28 E.2. Continuity of Professional Responsibility..........................................................................28 E.2.a. Plan Review..........................................................................................................28 E.2.b. Construction Observations and Testing...............................................................28 E.3. Use of Report.....................................................................................................................28 E.4. Standard of Care................................................................................................................29 Appendix Soil Boring Location Sketches Log of Boring Sheets ST -1 through ST -20 Log of CPT Soundings C-1 through C-22 Descriptive Terminology of Soil Descriptive Terminology Cone Penetration Test Sieve Analysis of Soil (2) RQ Ali1M I IV 1 EIS 1 EL. A. Introduction A.1. Project Description This Geotechnical Evaluation Report addresses the design and construction of the proposed new Monticello Public Works Facility that will be located southwest of the intersection of School Boulevard and Redford Lane in Monticello, Minnesota. The proposed site plan generally includes an approximately 120,000 -square -foot facility to include an administrative office space, temperature -controlled storage, maintenance bays, and workshops. There will also be an approximately 20,000 -square -foot unheated storage space in the southeast part of the site, which may be a future construction, but is currently thought to be a pre-engineered metal building with a slab that is not connected to the structure. A salt and brine storage building with a bituminous slab is anticipated south of the main facility. Other site features include a fuel island with below -grade tanks, at -grade parking/driving lanes, and associated below -grade utilities. Stormwater features are not fully designed, but are currently anticipated to consist of ponds on the east and west ends of the site that could potentially allow for infiltration and will also have some detention and filtration functions. Tables 1 and 2 below outline our current understanding of the proposed structures on site. Table 1. Facility Description Aspect Description Below grade levels (provided) None, but office wing walks out below the maintenance wing. Above grade levels (provided) Two at Office Wing One at Maintenance Wing Lowest finished floor elevation (provided) 954 feet — Office Wing 968 feet — Maintenance Wing Maximum column loads (provided) 256 kips Maximum wall loads (provided) 8.8 kips per linear foot Maximum floor loads (assumed) 500 pounds per square foot Assumed to include cast -in-place concrete footings Nature of construction and grade supported concrete slab with precast concrete walls and a roof supported on steel framed construction and load bearing precast walls. Cuts or fills for buildings (assumed) Assumed to be within 5 feet of existing grade. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 2 Table 2. Site Aspects and Grading Description Aspect Description Pavement type Bituminous with some concrete flatwork. Assumed pavement loads Light -Duty: 50,000 ESALs* (Passenger Car Traffic) Heavy -Duty: 250,000 ESALs* (Truck Traffic) Grade changes Assumed to be within 5 feet of existing grade. *Equivalent 18,000 -Ib single axle loads based on 20 -year design. The figure below show an illustration of the proposed site layouts. Figure 1. Site Layout — Plan B - f f ri4>7 • • w i - - eYm u- w- �a I s.... -,4. t. : fide >wi•rr. •.c <..4w ;� � .�iR �.xx L'1�Ne't.` sr:en�[t xrt�x.un. x.. N@]'14�1•W 1fE423' .• "hft'�wi��f•q. u. o -r 1tiC V=`, .r.r..a .. "V•�• Figure provided by Oertel Architects, LTD (undated). The red polygon on the above diagram outlines the approximate extents of the office wing of the project. The blue polygon on the above diagram outlines the approximate extents of the maintenance wing of the project. O n A 0 ■ I•I I I N I L_N I Ll. City of Monticello Project 62304496 October 12, 2023 Page 3 A.2. Site Conditions and History Currently, the site contains an agricultural field at the center of the project site with currently undeveloped wooded areas both to the east and the west of the agricultural field. It appears the agricultural field area of the site has been used for agricultural purposes back to at least 2001 with some grading work taking place in the wooded areas. The existing site is generally flat in the agricultural area of the site and slopes downward outside of the agricultural field. The surface elevations obtained near the completed boring locations ranged from approximately 947 to 971 feet. Photograph 1 below shows a general outline of the existing site topography. Photograph 1. Aerial Photograph of the Site with Topography Lines Figure provided by MnTOPO LiDAR maps. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 4 A.3. Purpose The purpose of our geotechnical evaluation was to characterize subsurface geologic conditions at selected exploration locations, evaluate their impact on the project, and provide geotechnical recommendations for use in the design and construction of the proposed public works facility. A.4. Background Information and Reference Documents We reviewed the following information: ■ Preliminary Site Plan B, provided by Oertel Architects, LTD (undated). ■ Correspondence with Oertel Architects regarding structural loads and finished floor elevations. In addition to the provided sources, we have used several publicly available sources of information including topography maps obtained from the Minnesota Department of Natural Resources (MnTOPO website), Quaternary Geologic Map of Minnesota furnished by the US geological Survey (2019), and Google Earth aerial photographs. We have described our understanding of the proposed construction and site to the extent others reported it to us. Depending on the extent of available information, we may have made assumptions based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, the project team should notify us. New or changed information could require additional evaluation, analyses and/or recommendations. A.S. Scope of Services We performed our scope of services for the project in accordance with our Proposal for a Geotechnical Evaluation (QTB177156) dated May 3, 2023. The following list describes the geotechnical tasks completed in accordance with our authorized scope of services. ■ Reviewing the background information and reference documents previously cited. BRAUN INTERTEC City of Monticello Project 82304496 October 12, 2023 Page 5 ■ Staking and clearing the exploration location of underground utilities. Oertel Architects selected and we staked the exploration locations. We acquired the surface elevations and locations with GPS technology using the State of Minnesota's permanent GPS base station network. The Soil Boring Location Sketch included in the Appendix shows the approximate locations of the borings. ■ Performing 20 standard penetration test (SPT) borings, denoted as ST -1 through ST -20, to nominal depths ranging from 15 to 25 feet below grade across the site. ■ Performing 22 cone penetration test (CPT) soundings, denoted as C1 through C-22, to nominal depths of 15 to 25 feet below grade across the site. ■ Performing laboratory testing on select samples to aid in soil classification and engineering analysis. ■ Preparing this report containing a boring location sketch, logs of soil borings, a summary of the soils encountered, results of laboratory tests, and recommendations for structure and pavement subgrade preparation and recommendations for use in the design of foundations, floor slabs, below grade walls and tanks, utilities, stormwater improvements, and pavements. Our scope of services did not include environmental services or testing and our geotechnical personnel performing this evaluation are not trained to provide environmental services or testing. We can provide environmental services or testing at your request. B. Results 13.1. Geologic Overview We based the geologic origins used in this report on the soil types, in-situ and laboratory testing, and available common knowledge of the geological history of the site. Because of the complex depositional history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the geologic history for the site. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 6 The referenced geologic map indicates the site is generally comprised of granular glacial outwash soils with likely glacial till soils encountered at depth. B.2. Boring Results Table 3 provides a summary of the SPT soil boring results in the general order we encountered the strata. Please refer to the Log of Boring sheets in the Appendix for additional details. The Descriptive Terminology sheet in the Appendix includes definitions of abbreviations used in Table 2. Table 3. Subsurface Profile Summary For simplicity in this report, we define existing fill to mean existing, uncontrolled, or undocumented fill. BRAUN INTERTEC Soil Type - ASTM Strata Classification N values Commentary and Details ■ Observed at the boring locations to thicknesses ranging from approximately 1/2 to 2 feet. Topsoil fill SM N/A a Soils encountered were generally silty sand. ■ Generally dark brown to black in color. ■ Moisture conditions were generally moist. • Observed at Borings ST -1 through ST -4, ST -6 through ST -9, ST -12, and ST -15 through ST -20 extending to depths ranging from approximately 4 1/2 to 10 feet below existing grade. ■ Moisture conditions were generally moist. ■ Variable amounts of gravel encountered Fill SP, SP -SM, SM, Sc 3 to 37 throughout the fill zone; may contain cobbles and boulders. ■ Zones of organic soils were encountered in ST -3, ST -6, ST -7, ST -15, and ST -18 at depths ranging from approximately 2 to 7 feet below existing grade. ■ Bituminous debris was observed at ST -6, ST -7, and ST -18 within the topsoil fill and fill zones. ■ Observed below surficial soils and fill soils extending to the termination depths of the soil borings. Glacial SP, SP -SM, SM, Relative densities of the granular soils were deposits SW -SM 8 to 43 generally loose to dense. ■ Variable amounts of gravel throughout the naturally deposited zone; may contain cobbles and boulders. ■ Moisture conditions were generally moist to wet. For simplicity in this report, we define existing fill to mean existing, uncontrolled, or undocumented fill. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 7 B.3. CPT Soundings Together with our SPT soil borings, we performed 22 CPT soundings across the project site. The Appendix includes CPT Sounding Logs that present the tip resistance, sleeve resistance, pore pressure and correlations based on the aforementioned data that indicates a soil behavior type (SBT). The SBT does not correlate to soil classification based on grain size distribution or plasticity, and the SBT is not a reliable indicator of existing fill material or extents. We performed CPT soundings to provide a relatively continuous profile of in-situ conditions that we use to estimate soil behavior properties for our engineering analyses. Refer to the attached Descriptive Terminology Cone Penetration Test in the Appendix for more information. The results of the soundings indicate a soil profile consistent with findings in adjacent soil borings. We inferred strata boundaries and the SBT from changes in tip resistance, sleeve friction and pore pressure, and while cone measurements are relatively continuous with depth, the boundaries are still only approximate, likely vary away from the sounding locations and may occur as gradual rather than abrupt transitions. B.4. Groundwater Three of the completed 20 SPT soil borings observed groundwater at depths ranging from approximately 12 to 20 feet below existing grade (approximate elevations ranging from 934 1/2 to 937 feet). If the project team identifies a need for more accurate determination of groundwater depth, we can install piezometers and perform a long-term groundwater monitoring program. Project planning should anticipate seasonal and annual fluctuations of groundwater. Table 4 summarizes the depths where we observed groundwater; the attached Log of Boring sheets in the Appendix also include this information and additional details. Table 4. Groundwater Summary Location Surface Elevation Measured Depth to Groundwater (ft) Corresponding Groundwater Elevation (ft) ST -3 954.2 20 9341/2 ST -15 947.6 121/2 935 ST -18 949.4 121/2 937 BRAUN INTERTEC City of Monticello Project 82304496 October 12, 2023 Page 8 B.S. Laboratory Test Results The boring logs show the results of laboratory testing we performed next to the tested sample depth. The moisture content test performed on select soil samples indicated moisture contents ranging from 3 to 24 percent moisture by weight. Sieve analysis tests performed on select samples indicated from 7 to 12 percent particles, by weight, passing the #200 sieve. Organic content tests performed on select fill soil samples indicated organic contents ranging from 2 to 8 percent organic material by weight. C. Recommendations C.1. Design and Construction Discussion C.1.a. Building Subgrade Preparation Based on the results of the completed geotechnical exploration, the proposed structure can be supported on a typical spread footing foundation system bearing on the existing naturally deposited soils or properly compacted and moisture conditioned engineered fill soils following soil corrections to remove the existing fill soils. We anticipate that a majority of the structure will be cut to grade with minor areas where soil corrections below the structure will be needed to remove and engineer the fill. C.1.b. Reuse of On -Site Soils Based on the completed laboratory testing program, the existing non-organic fill soils are suitable for reuse as engineered fill below pavements and in greenspace. It should be noted that the existing non- organic fill soils are also considered suitable for reuse as engineered fill within the building pad provided they meet the gradation recommendations as outlined in Section C.2.e. We recommend that additional gradations are performed on this material prior to reuse to confirm its conformance to the recommendations outlined in Section C.2.e. Note that moisture conditioning (primarily the addition of water) should be anticipated in order to get on-site soils to achieve the compaction requirements for the site. Areas of organic soils and limited areas of debris were encountered on site, predominantly in the lower elevations to the north and west. These materials are not suitable for reuse below buildings and pavements and will limit the reusable volume of material on site. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 9 As noted on the Log of Boring sheets, many borings encountered layers that caused the drillers auger to "chatter" while drilling. At similar depths we sometimes were not able to extract a sample into the split spoon sampler. These occurrences can sometimes be attributed to pockets of gravel, cobbles, or boulders that cannot be readily sampled with standard split spoon sampling equipment. While these conditions did not impact our drilling productivity (which can be a sign that excavator productivity can be impacted), the contractor should be prepared to encounter pockets of such material which can impact reusability on site. Any materials to be used as engineered fill should be tested and approved by the engineer prior to placement. Moisture conditioning of the excavated silty sand soils should be expected prior to their reuse. C.2. Site Grading and Subgrade Preparation C.2.a. Building Subgrade Excavations We recommend removing topsoil, existing fill soils, vegetation, organic soils, and man-made structures (drain tile, irrigation lines, etc.) from below the proposed structure and its oversize areas due to the risk of excessive settlement should these soils be relied upon for support of the structure. Based on the borings, we anticipate some soil corrections will be needed below the proposed footing elevations. We recommend having a geotechnical engineer, or an engineering technician working under the direction of a geotechnical engineer (geotechnical representative), evaluate the suitability of exposed subgrade soils to support the proposed structure. Table 5 shows the anticipated soil correction depths and bottom elevations for each of the completed SPT soil borings near the building area. As an alternative, the owner and project team could consider leaving existing fill soils in place below the floor slabs only. This would still leave some risk of soil settlement below the slab, but it could be considered since slabs have lighter loads than footings. If the owner is willing to accept the risk of settlement and this approach is taken, we recommend the slab subgrade be proofrolled as described in Section C.7.b. BRAUN INTERTEC City of Monticello Project 82304496 October 12, 2023 Page 10 Table S. Building Excavation Depths Excavation depths will vary between the borings. Portions of the excavations may also extend deeper than indicated by the soil borings. A geotechnical representative should observe the excavations to make the necessary field judgments regarding the suitability of the exposed soils. Prior to the placement of engineered fill or footings, we recommend surface compacting the exposed granular soils in the bottoms of the excavations. This will help density any zones of loose sand and help provide a more uniform subgrade for structural support. Areas that yield or pump during surface compaction may require additional subcutting. C.2.b. Excavation Oversizing When removing unsuitable materials below structures or pavements, we recommend the excavation extend outward and downward at a slope of 1H:1V (horizontal:vertical) or flatter. See Figure 2 for an illustration of excavation oversizing. BRAUN INTERTEC Anticipated Depth Below Provided Approximate Anticipated Anticipated Finished Floor Surface Elevation Excavation Depth Bottom Elevation Elevations Location (feet) (feet) (feet) (feet) 11/2 ST -4 957.0 41/2 9521/2 (FFE = 954 feet) ST -9 960.4 41/2 956 Cut To Grade (FFE = 9S4 feet) ST -10 969.6 1 9681/2 Cut To Grade (FFE = 968 feet) ST -17 970.6 41/2 966 2 (FFE = 968 feet) 41/2 ST -20 968.2 41/2 9631/2 (FFE = 968 feet) Excavation depths will vary between the borings. Portions of the excavations may also extend deeper than indicated by the soil borings. A geotechnical representative should observe the excavations to make the necessary field judgments regarding the suitability of the exposed soils. Prior to the placement of engineered fill or footings, we recommend surface compacting the exposed granular soils in the bottoms of the excavations. This will help density any zones of loose sand and help provide a more uniform subgrade for structural support. Areas that yield or pump during surface compaction may require additional subcutting. C.2.b. Excavation Oversizing When removing unsuitable materials below structures or pavements, we recommend the excavation extend outward and downward at a slope of 1H:1V (horizontal:vertical) or flatter. See Figure 2 for an illustration of excavation oversizing. BRAUN INTERTEC Figure 2. Generalized Illustration of Oversizing FM1 PPSI GAOLIOet."[s XCAVATIGWOVERSRING--g APGRT,412712U159�4242W City of Monticello Project B2304496 October 12, 2023 Page 11 1. Engineered fill as defined in C.2.e. 2. Excavation oversizing minimum of 1 to 1 (horizontal to vertical) slope or flatter 3. Engineered fill as required to meet pavement support or landscaping requirements as defined in C.2.e. 4. Backslope to OSHA requirements EXCAVATION O \ \O BACKSLOPE 4 —1 I1 \ EXISTING \ SOILS \ � 1 I -I ' SUITABLE EXCAVATION BOTTOM I' AS DETERMINED IN THE FIELD -1 EXCAVATION OVERSIZING SKETCH NOT TO SCALE C.2.c. Excavated Slopes Based on the borings, we anticipate on-site soils in excavations will generally consist of granular soils. These soils are typically considered Type C Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type C soils should have a gradient no steeper than 1 1/2H:1V. Slopes constructed in this manner may still exhibit surface sloughing. OSHA requires an engineer to evaluate slopes or excavations over 20 feet in depth. An OSHA -approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, "Excavations and Trenches." This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. RRILUN INILK ItC. City of Monticello Project B2304496 October 12, 2023 Page 12 CIA Excavation Dewatering Given the apparent groundwater levels observed during our geotechnical exploration of the site, we do not anticipate that groundwater will be encountered during project excavations. If perched water or accumulated runoff water is encountered, we recommend it is removed from the excavations to facilitate proper backfilling and concrete placement. Should dewatering of more than 1 to 2 feet be needed, well point style of dewatering systems are generally more suitable for granular soils but must take into account and mitigate the potential for lowering the groundwater table below adjacent structures, streets, utilities, etc. C.2.e. Engineered Fill Materials and Compaction Table 6 below contains our recommendations for engineered fill materials. Table 6. Engineered Fill Materials* *More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in periods of wet or freezing weather. We recommend spreading engineered fill in loose lifts of approximately 12 inches thick. We recommend compacting engineered fill in accordance with the criteria presented below in Table 7. The project documents should specify relative compaction of engineered fill, based on the structure located above the engineered fill, and vertical proximity to that structure. BRAUN INTERTEC Possible Soil Engineered Fill Type Additional Locations To Be Used Classification Descriptions Gradation Requirements ■ Below foundations ■ Below interior 100% passing 2 -inch sieve < 2% Organic slabs of heated Structural fill SP, SP -SM, SM < 20% passing #200 sieve Content (OC) structures ■ Drainage layer ■ Non -frost- ■ Free -draining ° 100% passing 1 -inch sieve susceptible Non-frost- ■ Below floor slabs susceptible fill SP < 50% passing #40 sieve ° < 2/° OC of unheated ■ Clean Sand < 5% passing #200 sieve structures Behind below -grade 100% passing 2 -inch sieve walls, beyond Retained fill SP, SP -SM < 2% OC ° < 12/ passing #200 sieve drainage layer 100% passing 3 -inch sieve, Pavements Pavement fill SPSP -SM, SM < 2% OC < 35% passing #200 sieve *More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in periods of wet or freezing weather. We recommend spreading engineered fill in loose lifts of approximately 12 inches thick. We recommend compacting engineered fill in accordance with the criteria presented below in Table 7. The project documents should specify relative compaction of engineered fill, based on the structure located above the engineered fill, and vertical proximity to that structure. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 13 Table 7. Compaction Recommendations Summary *Increase compaction requirement to meet compaction required for structure supported by this engineered fill. The project documents should not allow the contractor to use frozen material as engineered fill or to place engineered fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing density tests in engineered fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. C.2.f. Special Inspections of Soils We recommend including the site grading and placement of engineered fill within the building pad under the requirements of Special Inspections, as provided in Chapter 17 of the International Building Code, which is part of the Minnesota State Building Code. Special Inspection requires observation of soil conditions below engineered fill or footings, evaluations to determine if excavations extend to the anticipated soils, and if engineered fill materials meet requirements for type of engineered fill and compaction condition of engineered fill. A licensed geotechnical engineer should direct the Special Inspections of site grading and engineered fill placement. The purpose of these Special Inspections is to evaluate whether the work is in accordance with the approved Geotechnical Report for the project. Special Inspections should include evaluation of the subgrade, observing preparation of the subgrade (surface compaction or dewatering, excavation oversizing, placement procedures and materials used for engineered fill, etc.) and compaction testing of the engineered fill. BRAUN INTERTEC Relative Compaction, Moisture Content Variance from Optimum, percentage points percent Sand Soils Silty Sand Soils (ASTM D698 — Reference Standard Proctor) (SP, SP -SM) (SM) Below foundations and 100 ±3 -1 to +3 oversizing zones Below floor slab of heated structures 98 ±3 -1 to +3 Below floor slab of 98 ±3 N/A unheated structures Within 3 feet of pavement subgrade 100 ±3 -2 to +1 More than 3 feet below pavement subgrade 95 +3 +3 Adjacent to below -grade 98* ±3 N/A wall *Increase compaction requirement to meet compaction required for structure supported by this engineered fill. The project documents should not allow the contractor to use frozen material as engineered fill or to place engineered fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing density tests in engineered fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. C.2.f. Special Inspections of Soils We recommend including the site grading and placement of engineered fill within the building pad under the requirements of Special Inspections, as provided in Chapter 17 of the International Building Code, which is part of the Minnesota State Building Code. Special Inspection requires observation of soil conditions below engineered fill or footings, evaluations to determine if excavations extend to the anticipated soils, and if engineered fill materials meet requirements for type of engineered fill and compaction condition of engineered fill. A licensed geotechnical engineer should direct the Special Inspections of site grading and engineered fill placement. The purpose of these Special Inspections is to evaluate whether the work is in accordance with the approved Geotechnical Report for the project. Special Inspections should include evaluation of the subgrade, observing preparation of the subgrade (surface compaction or dewatering, excavation oversizing, placement procedures and materials used for engineered fill, etc.) and compaction testing of the engineered fill. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 14 C.3. Spread Footings Based on the results of the soil borings and soundings, the proposed structure can be supported on a typical spread footing foundation system bearing on either competent naturally deposited granular soils or properly compacted and moisture conditioned engineered fill soils following soil corrections. Table 8 below contains our recommended parameters for foundation design. Table 8. Recommended Spread Footing Design Parameters Item Description Maximum net allowable bearing pressure (psf) 5,000 Minimum factor of safety for bearing capacity failure 3.0 Minimum width (inches) 24—Strip Footings 36—Column Pads Minimum embedment below final exterior grade for heated 42 structures (inches) Minimum embedment below final exterior grade for unheated structures or for footings not protected from 60 freezing temperatures during construction (inches) Total estimated settlement (inches) Approximately 1 inch Differential settlement Typically about 2/3 of total settlement* *Actual differential settlement amounts will depend on final loads and foundation layout. We can evaluate differential settlement based on final foundation plans and loadings. CA Below -Grade Walls We assume that part of the project will include installation of below -grade tanks for fuel storage and below -grade maintenance pit walls inside of the structure. In addition, there will be a basement wall between the office wing and maintenance wing of the structure in order to accommodate the change in grade between these two areas. This section will provide recommendations for construction of these items. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 15 CA.a. Drainage Control We recommend installing drain tile to remove water behind the below -grade walls (except for the tanks), at the location shown in Figure 3. The below -grade wall drainage system should also incorporate free - draining, engineered fill or a drainage board placed against the wall and connected to the drain tile. Even with the use of free -draining, engineered fill, we recommend general waterproofing of below -grade walls that surround occupied or potentially occupied areas because of the potential cost impacts related to seepage after construction is complete. Figure 3. Generalized Illustration of Wall Engineered Fill SLOPED AWAY FROM THE BUILDING TO MAINTAIN LONG TERM DRAINAGE o � 1 EXISTING SOIL 1. 2 -foot wide area of Free - Draining Engineered Fill or Drainage Board 2. Retained Engineered Fill 3. 1 foot of Low -Permeability —� Soil or Pavement -fll-lig -iii= —I DRAINTILE WALL BACKFILL SKETCH NOT TO SCALE The materials listed in the sketch should meet the definitions in Section C.2.e. Low -permeability material is capable of directing water away from the wall, like clay, topsoil or pavement. The project documents should indicate if the contractor should brace the walls prior to filling and allowable unbalanced fill heights. QOAIIIIIIIIIIIJI! IIN I LIC I CL. City of Monticello Project B2304496 October 12, 2023 Page 16 C.4.b. Configuring and Resisting Lateral Loads Below -grade wall design can use active earth pressure conditions if the walls can rotate slightly. If the wall design cannot tolerate rotation, then design should use at -rest earth pressure conditions. Rotation up to 0.002 times the wall height is generally required for walls supporting sand. Table 9 presents our recommended lateral coefficients for wall design of active, at -rest, and passive earth pressure conditions. The table also provides recommended wet unit weights and internal friction angles. Designs should also consider the slope of any engineered fill and dead or live loads placed behind the walls within a horizontal distance that is equal to the height of the walls. Our recommended values assume the wall design provides drainage so water cannot accumulate behind the walls. The construction documents should clearly identify what soils the contractor should use for engineered fill of walls. Table 9. Recommended Below -Grade Wall Design Parameters — Drained Conditions *Based on Rankine model for soils in a region behind the wall extending at least 2 horizontal feet beyond the bottom outer edges of the wall footings and then rising up and away from the wall at an angle no steeper than 60 degrees from horizontal. Sliding resistance between the bottom of the footing and the soil can also resist lateral pressures. We recommend assuming a sliding coefficient equal to 0.45 between the concrete and soil. The values presented in this section are un -factored. C.S. Interior Slabs C.S.a. Subgrade Preparation for Heated Structures As described in Section C.2., we recommend that the existing fill soils be removed from below the proposed slab and replaced with properly compacted and moisture conditioned engineered fill soils. The project team could also consider only removing the organic fill soils and surface compacting the existing BRAUN INTERTEC Wet Unit Weight Friction Angle Active Lateral At -Rest Lateral Passive Lateral Retained Soil (pcf) (degrees) Coefficient Coefficient Coefficient Retained fill for building 115 32 0.31 0.47 3.25 (SP, SP -SM) Retained fill for tanks 120 28 0.36 0.53 2.77 (SM) *Based on Rankine model for soils in a region behind the wall extending at least 2 horizontal feet beyond the bottom outer edges of the wall footings and then rising up and away from the wall at an angle no steeper than 60 degrees from horizontal. Sliding resistance between the bottom of the footing and the soil can also resist lateral pressures. We recommend assuming a sliding coefficient equal to 0.45 between the concrete and soil. The values presented in this section are un -factored. C.S. Interior Slabs C.S.a. Subgrade Preparation for Heated Structures As described in Section C.2., we recommend that the existing fill soils be removed from below the proposed slab and replaced with properly compacted and moisture conditioned engineered fill soils. The project team could also consider only removing the organic fill soils and surface compacting the existing BRAUN INTERTEC City of Monticello Project 62304496 October 12, 2023 Page 17 fill soils that remain and leaving them in place below the slab only; however, this option does have some risk for poor slab performance which will need to be accepted by the ownership team. The risk can be lessened by proofrolling the slab subgrade, but it cannot be eliminated. C.S.b. Subgrade Preparation for Unheated Structures We understand that there is a future outbuilding planned on the southeast corner of the site that may not be climate controlled. This structure will consist of a pre-engineered metal structure with a floating cast in place concrete slab that can move independently from the structure. Should plans change and frost action need to be addressed in this structure, we recommend that existing fill soils and frost - susceptible soils are removed from below the floor slab of unheated structures to bottom of footing elevation and replaced with non -frost susceptible granular engineered fill soils as outlined in Section C.2.e. This will help limit potential frost heave of the floor slab during the winter months and help with better slab performance. As an alternate and in lieu of a soil replacement, the project team can consider the installation of 4 inches of extruded polystyrene Styrofoam insultation below the slab to help limit the effects of frost. C.S.c. Subgrade Modulus To design grade -supported slabs, structural design methods typically incorporate a subgrade modulus value, or spring constant. In general, the subgrade reaction modulus is typically denoted as "k," and has units of pounds per square inch per inch of deflection (psi/in, or pci). The appropriate k -value for a particular loading situation depends on a number of soil and structural parameters, such as, but not limited to, soil type, soil uniformity, soil consistency, soil strength, structural loads, duration of structural loads, and the breadth of the area over which structural loads are acting. The "point load" modulus, or also referred to as the short-term modulus, typically denoted as kp, is applied to short -duration load situations, or transient loads, such as wheel loads from transport trucks. Under this loading scenario, kp values are commonly applied to the upper 2 to 3 feet of a slab subgrade. In general, the kp value is also applicable to slabs subjected relatively light uniform slab loads, typically no more than about 500 pounds per square foot as assumed for this project. Some structures include internal loads such as heavy racking loads, equipment, and tanks. Many of these types of structures also have lower than typical tolerances for settlements (both total and differential settlements). Given that the loads from these are applied over a wide surface area, it follows that the loads also impact soils to relatively deep depths (much deeper than 2 to 3 feet as indicated above). For heavily loaded slabs, uniform slab loads act over a much larger relative surface area and, moreover, the loads are essentially non -transient (although they may fluctuate) and are considered to be long-term loads. The stress from long-term racking loads, equipment, or tanks induces consolidation of underlying BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 18 subgrade soils to depths well beyond the relatively shallow short-term "point" loads associated with the kp-value. Thus, a discrete long-term, or "wide area," modulus value, often denoted as kW (also having units of psi/in, or pci) should be applied to these situations. Based on the soils encountered by the soil borings, and from our experiences in similar developments, it is our opinion k,„ values will typically range from about 60 to 70 percent of the kp values for the granular soils generally encountered on this site (which will govern kW design). For design procedures, in our opinion a kp value of 150 pci and a kW value of 100 pci (for the predominantly granular soils encountered on this site, where the aggregate base layer is neglected for this analysis) are likely appropriate and assuming the maximum floor loading is as outlined in Section A.1. C.S.d. Aggregate Base We recommend placing a minimum layer of 6 inches of crushed aggregate base below the interior slabs. Considering that the crushed aggregate base placed on the building pad will likely be done shortly after completing grading and the aggregate will be subjected to significant construction traffic to build the building, it should be anticipated that significant portions of the aggregate base will become contaminated with fines. As such, we recommend delaying placement of the upper 2 to 3 inches of the aggregate base until just prior to placement of the slabs. We recommend that the aggregate base materials be free of bituminous. In addition to improving the modulus of subgrade reaction, an aggregate base facilitates construction activities and is less weather sensitive. C.S.e. Moisture Vapor Protection Excess transmission of water vapor could cause floor dampness, certain types of floor bonding agents to separate, or mold to form under floor coverings. If project planning includes using floor coverings or coatings, we recommend placing a vapor retarder or vapor barrier immediately beneath the slab. We also recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. C.6. Frost Protection C.6.a. General We anticipate that silty sand soils may underlie exterior slabs (i.e., building entrances or sidewalks). We consider these to be moderately to highly frost susceptible. Soils of this type can retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils become saturated, due to surface runoff or infiltration, or are excessively wet in situ. Once frozen, unfavorable amounts of BRAUN INTERTEC City of Monticello Project 62304496 October 12, 2023 Page 19 general and isolated heaving of the soils and the surface structures supported on them could develop. This type of heaving could affect design drainage patterns and the performance of exterior slabs and pavements, as well as any isolated exterior footings and piers. Note that general runoff and infiltration from precipitation are not the only sources of water that can saturate subgrade soils and contribute to frost heave. Roof drainage and irrigation of landscaped areas in close proximity to exterior slabs, pavements, and isolated footings and piers, contribute as well. C.6.b. Frost Heave Mitigation To address most of the heave related issues, we recommend setting general site grades and grades for exterior surface features to direct surface drainage away from buildings, across large paved areas and away from walkways. Such grading will limit the potential for saturation of the subgrade and subsequent heaving. General grades should also have enough "slope" to tolerate potential larger areas of heave, which may not fully settle after thawing. Even small amounts of frost -related differential movement at walkway joints or cracks can create tripping hazards. Project planning can explore several subgrade improvement options to address this condition. One of the more conservative subgrade improvement options to mitigate potential heave is removing any frost -susceptible soils present below the exterior slab areas down to a minimum depth of 4 feet below subgrade elevations or to the bottom of adjacent footing elevations. We recommend filling the resulting excavation with non -frost -susceptible fill. We also recommend sloping the bottom of the excavation toward one or more collection points to remove any water entering the engineered fill. This approach will not be effective in controlling frost heave without removing the water. Given this site has free -draining materials below the surficial silty sands, one method to remove the water could be to create natural drains by periodically excavating down to the free -draining sands and filling the resulting excavation with non -frost -susceptible fill. An important geometric aspect of the excavation and replacement approach described above is sloping the banks of the excavations to create a more gradual transition between the unexcavated soils considered frost susceptible and the engineered fill in the excavated area, which is not frost susceptible. The slope allows attenuation of differential movement that may occur along the excavation boundary. We recommend slopes that are 3H:1V, or flatter, along transitions between frost -susceptible and non - frost -susceptible soils. Figure 4 shows an illustration summarizing some of the recommendations. BRAUN INTERTEC City of Monticello Project 62304496 October 12, 2023 Page 20 Figure 4. Frost Protection Geometry Illustration (Two Alternatives) EXTEAJMEN7PANCE AGGREGATE SLJIb r SDE"m BASE PAYEMEur ti ErrTIWiCE yrpgP; SEE hr"' "6", Acrc.rrraTr $�7Ey4'.4i rc IS+tSr PA1'Ek+rr' } r - ' !i B+tFtDiv�w1�L ,T X iyNN FROST PT10q wi31. BUILDIC WALL dN2•.�^ kl; _ ei y M6NFR06T Fes:.-'!}�p�LE" t �Puw B LDM FOOTIMG #¢r�z�^iEEEREP6K1'F��'' -Y WVA 1PT BlE 4+ .{ SAIL GENT[Y SCOF€ SURFACE QRfJNAGE RIPE OEE RE"D I9E9 REPOIU) TCW RD DR4NNAGE PIF£ M WWW 1 rr. Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost -depth footings or localized excavations with sloped transitions between frost -susceptible and non -frost - susceptible soils, as described above. Over the life of slabs, cracks will develop and joints will open up, which will expose the subgrade and allow water to enter from the surface and either saturate or perch atop the subgrade soils. This water intrusion increases the potential for frost heave or moisture -related distress near the crack or joint. Therefore, we recommend implementing a detailed maintenance program to seal and/or fill any cracks BRAUN INTERTEC: ErrTIWiCE yrpgP; SEE hr"' "6", Acrc.rrraTr $�7Ey4'.4i rc IS+tSr PA1'Ek+rr' v r - ' BUILDIC WALL dN2•.�^ kl; _ ei y M6NFR06T Fes:.-'!}�p�LE" t �Puw B LDM FOOTIMG #¢r�z�^iEEEREP6K1'F��'' 4+ }ilf FRQST Sh98CEPTNU Sou 6M+uwrGE PIPE I9E9 REPOIU) Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost -depth footings or localized excavations with sloped transitions between frost -susceptible and non -frost - susceptible soils, as described above. Over the life of slabs, cracks will develop and joints will open up, which will expose the subgrade and allow water to enter from the surface and either saturate or perch atop the subgrade soils. This water intrusion increases the potential for frost heave or moisture -related distress near the crack or joint. Therefore, we recommend implementing a detailed maintenance program to seal and/or fill any cracks BRAUN INTERTEC: City of Monticello Project B2304496 October 12, 2023 Page 21 and joints. The maintenance program should give special attention to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. C.7. Pavements C.7.a. Pavement Subgrade Preparation We recommend the following steps for pavement subgrade preparation, understanding the site will have a grade change of 5 feet or less. Note that project planning may need to require additional subcuts to limit frost heave. 1. Strip unsuitable soils consisting of topsoil, vegetation, organic soils, and existing structures (where encountered) from within the proposed pavement subgrade to depth of 3 feet below the bottom of the pavement section. 2. Have a geotechnical representative observe the excavated subgrade to evaluate if additional subgrade improvements are necessary. Based on the results of the borings, the contractor should anticipate that minor soil correction excavations of the existing fill soils may be needed to provide a stable subgrade. 3. Slope subgrade soils to allow the removal of accumulating water. 4. Scarify, moisture condition, and surface compact the subgrade. 5. Place pavement engineered fill to grade and compact in accordance with Section C.2.e. to bottom of pavement and exterior slab section. See Section C.6 for additional considerations related to frost heave. 6. Proofroll the pavement subgrade as described in Section C.7.b. C.7.b. Pavement Subgrade Proof roll After preparing the subgrade as described above and prior to the placement of the aggregate base, we recommend proofrolling the subgrade soils with a fully loaded tandem -axle truck. Note that in areas of sand with very low fines content, a portion of the aggregate base layer may be needed to facilitate the proofroll. We also recommend having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate soft or weak areas that will require additional soil correction work to support pavements. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 22 The contractor should correct areas that display excessive yielding or rutting during the proofroll, as determined by the geotechnical representative. Possible options for subgrade correction include moisture conditioning and recompaction, subcutting and replacement with soil or crushed aggregate, chemical stabilization and/or geotextiles. We recommend performing a second proofroll after the aggregate base material is in place, and prior to placing bituminous or concrete pavement. C.7.c. Design Sections Our scope of services for this project did not include laboratory tests on subgrade soils to determine an R -value for pavement design. Based on our experience with similar soils anticipated at the pavement subgrade elevation, we recommend pavement design assume an R -value of 30. Note the contractor may need to perform limited removal of unsuitable or less suitable soils to achieve this value. Table 10 provides minimum recommended pavement sections, based on the soils support and traffic loads. Table 10. Recommended Minimum Bituminous Pavement Sections Use Light Duty Heavy Duty Minimum asphalt thickness 3 1/2 41/2 (inches) Minimum aggregate base thickness 8 10 (inches) C.7.d. Concrete Pavements For concrete pavements used in areas with higher traffic volumes, higher static loading, and turning loads, we recommend a minimum 7 inches of concrete overlying 6 inches of aggregate base. We assumed the concrete pavement sections will have edge support. We recommend placing an aggregate base below the pavement to provide a suitable subgrade for concrete placement, reduce faulting and help dissipate loads. Appropriate mix designs, panel sizing, jointing, doweling, and edge reinforcement are critical to performance of rigid pavements. We recommend you contact your civil engineer to determine the final design or consult with us for guidance on these items. C.7.e. Bituminous Pavement Materials Appropriate mix designs are critical to the performance of flexible pavements. We can provide recommendations for pavement material selection during final pavement design. C.7.f. Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points, around catch basins, and behind curb in landscaped areas. We also recommend installing drainpipes along pavement BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 23 and exterior slab edges where exterior grades promote drainage toward those edge areas. The contractor should place drainpipes in small trenches, extended below the aggregate base material. C.7.g. Performance and Maintenance We based the above pavement designs on a 20 -year performance life for pavements. This is the amount of time before we anticipate the pavement will require reconstruction. This performance life assumes routine maintenance, such as seal coating and crack sealing. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. It is common to place the non -wear course of bituminous and then delay placement of wear course. For this situation, we recommend evaluating if the reduced pavement section will have sufficient structure to support construction traffic. Many conditions affect the overall performance of the exterior slabs and pavements. Some of these conditions include the environment, loading conditions and the level of ongoing maintenance. With regard to bituminous pavements in particular, it is common to have thermal cracking develop within the first few years of placement, and continue throughout the life of the pavement. We recommend developing a regular maintenance plan for filling cracks in exterior slabs and pavements to lessen the potential impacts for cold weather distress due to frost heave or warm weather distress due to wetting and softening of the subgrade. C.B. Utilities C.8.a. Subgrade Stabilization Earthwork activities associated with utility installations located inside the building area should adhere to the recommendations in Section C.2. For exterior utilities, we anticipate the soils at typical invert elevations will be suitable for utility support. Based on our understanding of the project, we anticipate that new utilities will have a maximum install depth of approximately 15 to 20 feet below existing grade. However, if construction encounters unfavorable conditions such as loose granular soils, organic soils, or perched water at invert grades, the unsuitable soils may require some additional subcutting and replacement with sand or crushed rock to prepare a proper subgrade for pipe support. Project design and construction should not place utilities within the 1HAV oversizing of foundations. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 24 C.B.b. Utility Backfill We recommend utility trench backfill adhere to the recommendations of Section C.2.e. depending on what overlies the trench. The contractor should anticipate that zones of less desirable existing fill may need to be separated as well as moisture conditioned prior to placement as utility trench backfill. C.8.c. Corrosion Potential A majority of the soil borings indicated the site predominantly consists of sandy soils. We consider these soils non- to slightly corrosive to metallic conduits. If utilities extend through clay soils, we recommend bedding the utilities in sandy soil free of any clay lumps or constructing the utilities with non -corrosive materials. C.9. Stormwater C.9.a. Estimated Infiltration Rates We performed Borings ST -12 and ST -16, as well as CPT sounding C-18 near the proposed stormwater management ponds on site. We estimated infiltration rates for some of the soils we generally encountered in our soil borings, as listed in Table 11, based on correlations to anticipated soil type as provided in the Minnesota Stormwater Manual. These infiltration rates represent the long-term infiltration capacity of a practice and not the capacity of the soils in their natural state. Field testing with a double -ring infiltrometer (ASTM D3385) is planned for the site and these recommendations may be adjusted based on the results of the testing. However, we recommend adjusting field test rates by the appropriate correction factor, as provided for in the Minnesota Stormwater Manual or as allowed by the local watershed. We recommend consulting the Minnesota Stormwater Manual for stormwater design. Table 11. Estimated Design Infiltration Rates Based on Soil Classification *From Minnesota Stormwater Manual. Rates may differ at individual sites. Fine-grained soils (silts and clays), topsoil or organic matter that mixes into or washes onto the soil will lower the permeability. The contractor should maintain and protect infiltration areas during construction. Furthermore, organic matter and silt washed into the system after construction can fill the BRAUN INTERTEC Infiltration Rate Soil Type (inches/hour) Sand 0.8 (SP, SP -SM) Silty Sand 0.45 (SM) *From Minnesota Stormwater Manual. Rates may differ at individual sites. Fine-grained soils (silts and clays), topsoil or organic matter that mixes into or washes onto the soil will lower the permeability. The contractor should maintain and protect infiltration areas during construction. Furthermore, organic matter and silt washed into the system after construction can fill the BRAUN INTERTEC City of Monticello Project 82304496 October 12, 2023 Page 25 soil pores and reduce permeability over time. Proper maintenance is important for long-term performance of infiltration systems. This geotechnical evaluation does not constitute a review of site suitability for stormwater infiltration or evaluate the potential impacts, if any, from infiltration of large amounts of stormwater. C.9.b. Retention Pond Construction We understand that the stormwater management design may include a retention pond in lieu of an infiltration pond. We recommend that pond side slopes will have a gradient of no steeper than 4HAV, to help reduce localized sloughing. If the proposed stormwater management system will need to hold water, a clay liner will be necessary. We recommend the clays for this purpose have a minimum plasticity index (PI) of 12 and contain at least 60 percent of particles, by weight, passing a size #200 sieve. These materials were not encountered during our geotechnical exploration and will need to be imported. The soils placed for the wet pond liner material should be placed at least 2 feet thick, at a moisture content 0 to 4 percent above the soils' optimum moisture content, and be compacted to a minimum of 95 percent of the soil's Standard Proctor maximum dry density. C.10. Equipment Support The recommendations included in the report may not be applicable to equipment used for the construction and maintenance of this project. We recommend evaluating subgrade conditions in areas of shoring, scaffolding, cranes, pumps, lifts and other construction equipment prior to mobilization to determine if the exposed materials are suitable for equipment support, or require some form of subgrade improvement. We also recommend project planning consider the effect that loads applied by such equipment may have on structures they bear on or surcharge — including pavements, buried utilities, below -grade walls, etc. We can assist you in this evaluation. D. Procedures D.1. Penetration Test Borings We drilled the penetration test borings with a truck -mounted core and auger drill equipped with hollow - stem auger. We performed the borings in general accordance with ASTM D6151 taking penetration test samples at 2 1/2- or 5 -foot intervals in general accordance to ASTM D1586. The boring logs show the actual sample intervals and corresponding depths. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 26 We sealed penetration test boreholes in general accordance with MDH procedures. D.2. Cone Penetration Test Soundings We performed CPT soundings by advancing a 1.75 -inch diameter Vertek seismic piezocone with an unequal end area ratio of 0.8. We used a track -mounted, 15 -ton A.P. Vanden Berg Morooka Crawler to advance the cone into the ground. We performed the soundings in general accordance with ASTM D5778. While advancing the cone, we digitally recorded tip resistance (Qt), sleeve friction (Fs) and pore pressure (U2). D.3. Exploration Logs D.3.a. Log of Boring Sheets The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials, and present the results of penetration resistance and other in-situ tests performed. The logs also present the results of laboratory tests performed on penetration test samples and groundwater measurements. We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. D.3.b. Cone Penetration Test Sounding Logs The Appendix also includes CPT Sounding Logs. The CPT sounding logs report the tip resistance (Qt), sleeve friction (FS) and pore pressure (U2) measured by the cone during advancement, as well as, the soil behavior type (SBT) inferred from established relationships between tip resistance, sleeve friction and pore pressure. The SBT does not indicate a soil classification based on grain size distribution. Refer to the attached Descriptive Terminology Cone Penetration Test in the Appendix for more information. The CPT logs also report the friction ratio, which calculated by dividing the sleeve friction by the tip resistance. We inferred strata boundaries, like SBT, from changes in tip resistance, sleeve friction and pore pressure. While cone measurements are relatively continuous with depth, the boundaries are still only approximate, likely vary away from the sounding locations and may also occur as gradual rather than abrupt transitions. BRAUN INTERTEC City of Monticello Project 62304496 October 12, 2023 Page 27 D.3.c. Geologic Origins We assigned geologic origins to the materials shown on the logs and referenced within this report, based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance and other in-situ testing performed for the project, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. DA Material Classification and Testing D.4.a. Visual and Manual Classification We visually and manually classified the geologic materials encountered based on ASTM D2488. When we performed laboratory classification tests, we used the results to classify the geologic materials in accordance with ASTM D2487. The Appendix includes a chart explaining the classification system we used. D.4.b. Laboratory Testing The exploration logs in the Appendix note most of the results of the laboratory tests performed on geologic material samples. The remaining laboratory test results follow the exploration logs. We performed the tests in general accordance with ASTM procedures. D.S. Groundwater Measurements The drillers checked for groundwater while advancing the penetration test borings, and again after auger withdrawal. We then filled the boreholes as noted on the boring logs. E. Qualifications E.1. Variations in Subsurface Conditions E.1.a. Material Strata We developed our evaluation, analyses and recommendations from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth. Therefore, we must infer strata boundaries and thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning should expect the strata to vary in depth, elevation and thickness, away from the exploration locations. BRAUN INTERTEC City of Monticello Project 62304496 October 12, 2023 Page 28 Variations in subsurface conditions present between exploration locations may not be revealed until performing additional exploration work, or starting construction. If future activity for this project reveals any such variations, you should notify us so that we may reevaluate our recommendations. Such variations could increase construction costs, and we recommend including a contingency to accommodate them. EA.b. Groundwater Levels We made groundwater measurements under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. Note that the observation periods were relatively short, and project planning can expect groundwater levels to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. E.2. Continuity of Professional Responsibility E.2.a. Plan Review We based this report on a limited amount of information, and we made a number of assumptions to help us develop our recommendations. We should be retained to review the geotechnical aspects of the designs and specifications. This review will allow us to evaluate whether we anticipated the design correctly, if any design changes affect the validity of our recommendations, and if the design and specifications correctly interpret and implement our recommendations. E.2.b. Construction Observations and Testing We recommend retaining us to perform the required observations and testing during construction as part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions exposed during construction with those encountered by the borings and provide professional continuity from the design phase to the construction phase. If we do not perform observations and testing during construction, it becomes the responsibility of others to validate the assumption made during the preparation of this report and to accept the construction -related geotechnical engineer -of -record responsibilities. E.3. Use of Report This report is for the exclusive use of the addressed parties. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. BRAUN INTERTEC City of Monticello Project 82304496 October 12, 2023 Page 29 EA Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. BRAUN INTERTEC Appendix BRAUN INTERTEC ar DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING f DENOTES APPROXIMATE LOCATION OF CPT SOUNDING 4 150' 0 300' SCALE: 1"= 300' � ST -2 - �T - ST< Y ; - ST3 C-9 4 ST -61° ST-] ST -e ST -9 C-4 ST -1D -- C-8 = C-8 C-] e i BVI,'. - S�2 O01 ST -l] C-12 ST -14 ST -16 C -Y4 ST -1T C-15 C-16 C-17 -�C-20 C-19 � - ST -19 �C-21 _ C-22 ST -26 ar DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING f DENOTES APPROXIMATE LOCATION OF CPT SOUNDING 4 150' 0 300' SCALE: 1"= 300' �- -'�° ST-6- ST-] ST.8 ST-9 C4 C-S p ST-11 ST-12 C-S C9 C40 C41 ST-1 ST-1b ,ST-t6. C-13 C-14 ST-t] C-1S C-16 C-1 -♦ S c-loC-20 ST-tS C-21 C-22 S1-20 j' DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING 0 DENOTES APPROXIMATE LOCATION OF CPT SOUNDING 1�v 150' 0 300' SCALE: 1"= 300' BRAUN I NTE BTEC The Science You Rudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -1 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212561 EASTING: 516832 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/23/23 END DATE: 05/23/23 SURFACE 952.6 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth m 1110-1-2908) E (N -Value) tsf % Tests or Remarks ft 6. Recovery 951.6 SILTY SAND (SM), fine to medium -grained, trace Gravel, dark brown, moist (TOPSOIL 1.0 FILL) 3-7-7 Drillers noted chatter at 2 FILL: POORLY GRADED SAND with SILT (SP- —Z SM), fine to coarse-grained, trace to little 1 (14) 5 1/2 2 feet feet Gravel, brown, moist P % 948.1 -8- 4 -8-9 4.5 POORLY GRADED SAND (SP), fine to coarse- 5 grained, trace to little Gravel, light brown, moist, medium dense to loose (GLACIAL OUTWASH) 91, —Z 4-6-84) ( 6 6" " 2-4-5 0 10_Z (9) 4 7" 5-5-6-7 (11) 938.1 13" Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -1 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -2 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212558 EASTING: 517001 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/23/23 END DATE: 05/23/23 SURFACE 953.2 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Gravel WEATHER: Clear Elev./ L Description of Materials Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth m 1110-1-2908) E (N -Value) tsf % Tests or Remarks ft 6. Recovery SILTY SAND (SM), fine to coarse-grained, 951.9 trace Gravel, dark brown, moist (TOPSOIL 1.3FILL 6-10-11 FILL: POORLY GRADED SAND with SILT (SP- SM), fine to coarse-grained, little Gravel, (21) 4 brown, moist 10" 948.7 4-7- 4- Drillers noted chatter at 4 feet 4.5 POORLY GRADED SAND (SP), fine to 5 medium -grained, trace Gravel, light brown, x (14 ) ) 9 moist, medium dense (GLACIAL OUTWASH) 946.2 8-8-11 7.0 POORLY GRADED SAND (SP), fine to coarse- grained, trace to little Gravel, light brown, moist, LX, (19) 11" 6 medium dense (GLACIAL OUTWASH) 10-13-14 10—Z (27) Drillers noted Gravel layers 2" at 10 feet 9-10-11-8 (21) 12" 938.7 Water not observed while drilling. 14.5 END OF BORING 15 Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -2 page 1 of 1 BRAUN NTE RTEC The Seance Yau Hudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 BORING: ST -3 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212568 EASTING: 517123 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/23/23 END DATE: 05/23/23 SURFACE 954.2 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth m 1110-1-2908) E (N -Value) tsf % Tests or Remarks ft co Recovery FILL: SILTY SAND (SM), fine to medium - grained, trace Gravel, organic, dark brown to black, moist Z 2-4-5 (9) 24 OC=8% 12" 949.7 4-7-7 4.5 FILL: SILTY SAND (SM), fine to medium- 5 grained, trace Gravel, brown, moist (14) 13" Drillers noted chatter at 6 7-10-13 feet (23) No recovery at 7 feet 944.7 ' V 4-5-7(12) 9.5 POORLY GRADED SAND with SILT (SP -SM), 10 fine to coarse-grained, trace Gravel, light 4 P200=7% brown, moist, medium dense (GLACIAL 10" OUTWAS H) 4-7-7 (14) 11" 6-7-8 15_Z 5 (15) 4 91, 934.7 4-5-6 19.5 POORLY GRADED SAND with SILT (SP -SM), 20 �] fine to coarse-grained, trace to little Gravel, x� (11) 14 brown, wet, medium dense (GLACIAL 9 OUTWASH) 6-8-10 25—Z(18) 928.2 10" Water observed at 20.0 feet while drilling. 26.0 END OF BORING Boring then grouted 30 B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -3 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd on. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -4 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212563 EASTING: 517282 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/24/23 END DATE: 05/24/23 SURFACE 957.0 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Soil WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) cc (N -Value) tsf % Tests or Remarks ft n Recovery 956.2 SILTY SAND (SM), fine to coarse-grained, trace Gravel, dark brown, moist (TOPSOIL 0.8 FILL 4-7-8 FILL: SILTY SAND (SM), fine to coarse- grained, trace Gravel, brown, moist Z (15) 6 4" 952.5 5-5-8 4.5 POORLY GRADED SAND (SP), fine to coarse- 5 grained, trace Gravel, light brown, moist, (13) medium dense (GLACIAL OUTWASH) 91, —z 5-7-9 (16) 8" 5-8-9 0 10_Z (17) 12" Drillers noted chatter at 10 1/2 feet 5-9-9-9 (18) 942.5 12" Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -4 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -5 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212571 EASTING: 517732 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/26/23 END DATE: 05/26/23 SURFACE 965.5 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) cc (N -Value) tsf % Tests or Remarks ft n Recovery 964.8 SILTY SAND (SM), fine to medium -grained, trace Gravel, dark brown, moist TOPSOIL 0.7 WELL -GRADED SAND with SILT and GRAVEL (SW -SM), fine to coarse-grained, light brown, 6-8-8 moist, medium dense (GLACIAL OUTWASH) 1 (16) 3 % %GrayGravel-30.8% Drillers noted chatter at 4 5-6-10 feet 5 (16) 8" No recovery at 7 feet 8-10-10 (20) 956.0 5-3-6 9.5 POORLY GRADED SAND (SP), fine to coarse- 10 grained, trace to little Gravel, light brown, moist, (9) loose to medium dense (GLACIAL OUTWASH) 9 4-10-11-10 (21) 14" 3 951.0 Water not observed while drilling. 14.5 END OF BORING 15 Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -5 page 1 of 1 BRAUN NTE RTEC The Science Yau Hudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -6 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212422 EASTING: 516652 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/23/23 END DATE: 05/23/23 SURFACE 949.5 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) cc (N -Value) tsf % Tests or Remarks ft n Recovery 948.7 SILTY SAND (SM), fine to medium -grained, trace Gravel, dark brown, moist (TOPSOIL 0.8 FILL) 5-10-11 FILL: SILTY SAND (SM), fine to coarse- grained, trace Gravel, slightly organic, Z 21 7 - OC -4% 1 bituminous debris, dark brown to black, moist 13" 3-6-5 5 (11) 9.. 942.5 3-6-7 Limited recovery at 7 feet 7.0 FILL: SILTY SAND (SM), fine to medium- grained, trace Gravel, brown, moist � (13) 2" Drillers noted chatter at 8 940.0 " 12-17-22 feet 9.5 POORLY GRADED SAND (SP), fine to coarse- 10 grained, trace to little Gravel, light brown, moist, z (39) 5 dense to medium dense (GLACIAL OUTWASH) 5 8-11-14-9 (25) 16" 935.0 Water not observed while drilling. 14.5 END OF BORING 15 Boring then backfilled with auger cuttings 20 25- 530 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -6 page 1 of 1 BRAUN NTE RTEC The Science You Build On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -7 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212411 EASTING: 516812 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/23/23 END DATE: 05/23/23 SURFACE 954.5 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) cc (N -Value) tsf % Tests or Remarks ft n Recovery q54 n SILTY SAND (SM), fine to medium -grained, 0.5 trace Gravel, bituminous debris, dark brown, moist TOPSOIL FILL)4-4-7 FILL: SILTY SAND (SM), fine to medium - grained, trace Gravel, slightly organic, dark (11, 11 OC=3% brown to brown, moist 10 950.0 5-6-10 4.5 POORLY GRADED SAND with SILT (SP -SM), 5 fine to medium -grained, trace Gravel, brown, (16) moist, medium dense (GLACIAL OUTWASH) 8„ 947.5 7.0 POORLY GRADED SAND (SP), fine to medium -grained, trace Gravel, light brown, Z10-10-11 moist, medium dense to dense (GLACIAL 10" OUTWASH) 7-11-12 10_Z (23) Gravel pocket at 11 feet 91, Drillers noted chatter at 11 feet 10-20-23-19 (43) No recovery at 12 feet 940.0 0" Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20 25- 530 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -7 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -8 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212409 EASTING: 516976 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/23/23 END DATE: 05/23/23 SURFACE 958.4 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth 1110-1-2908) (N -Value) tsf Tests or Remarks ft co Recovery 957.8 `' :' . SILTY SAND (SM), fine to medium -grained, trace Gravel, dark brown to black, moist 0.6 TOPSOIL FILL 13-17-20 _F] FILL: POORLY GRADED SAND SP, fine to ( ) � (37) 3 Drillers noted chatter at 2 coarse-grained, trace to little Gravel, light 3 1/2 feet brown, moist 953.9 6-10-10 4.5 POORLY GRADED SAND (SP), fine to 5 medium -grained, trace Gravel, light brown, (20) 91, moist, medium dense (GLACIAL OUTWASH) —Z 4-7-11 (1 3 8"1, 3-6-10 10_Z 0 (16) 8" 5-7-8-10 (15) 943.9 13" Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -8 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -9 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212418 EASTING: 517097 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/23/23 END DATE: 05/23/23 SURFACE 960.4 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth m 1110-1-2908) E (N -Value) tsf % Tests or Remarks ft co Recovery SILTY SAND (SM), fine to medium -grained, 959.0 trace Gravel, dark brown, moist (TOPSOIL FILL 3-3-5 1.4 FILL: SILTY SAND (SM), fine to medium- grained, trace Gravel, brown, moist Z 101, 955.9 4-8-8 4.5 POORLY GRADED SAND with SILT (SP -SM), 5 fine to coarse-grained, trace Gravel, light (16) 4 P200-8% brown, moist, medium dense (GLACIAL 91,Drillers noted chatter at 5 OUTWASH) 5-8-10 1/2 feet (18) 9.. 4-8-9 10 (17) 7) 11" 4-9-9-10 (18) 945.9 12" Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -9 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd on. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -10 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212415 EASTING: 517432 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/24/23 END DATE: 05/24/23 SURFACE 969.6 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Soil WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) cc (N -Value) tsf % Tests or Remarks ft n Recovery 968.8 SILTY SAND (SM), fine to medium -grained, trace Gravel, dark brown to black, moist 0.8 GPSOI L 4-5-6 POORLY GRADED SAND (SP), fine to coarse- grained, trace Gravel, brown, moist, medium Z (11) 11 dense (GLACIAL OUTWASH) 965.1 5-6-7 4.5 POORLY GRADED SAND (SP), fine to coarse- 5— grained, trace Gravel, light brown, moist, (13) 4 medium dense to loose (GLACIAL OUTWASH) LX, 8 —z 6-7-8 (15) 3" 3-5-5 10_Z 0 (10) 10" 5-6-5-5 (11) 955.1 101,4 Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -10 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd on. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -11 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212260 EASTING: 516658 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/24/23 END DATE: 05/24/23 SURFACE 952.6 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Cloud y Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) cc (N -Value) tsf % Tests or Remarks ft n Recovery 951.8 SILTY SAND (SM), fine to medium -grained, Gravel, dark brown, moist TOPSOIL 0 gtrace POORLY GRADED SAND (SP), fine to medium -grained, trace Gravel, light brown, 2-3-5 moist. loose to medium dense (GLACIAL Z (8) 5 OUTWASH) /X� 8 5-8-8 5 (16) 6) 10" 945.6 4-7-8 Drillers noted chatter at 7 7.0 POORLY GRADED SAND (SP), fine to coarse -(15) grained, trace to little Gravel, light brown, moist, (81, 4 feet medium dense (GLACIAL OUTWASH) LX, 8 4-5-6 10—Z(11) 10" 3-4-7-7 (11) 938.1 15" Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -11 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -12 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212282 EASTING: 516979 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/23/23 END DATE: 05/23/23 SURFACE 963.6 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) cc (N -Value) tsf % Tests or Remarks ft n Recovery 962.9 SILTY SAND (SM), fine to medium -grained, trace Gravel, dark brown to black, moist 0.8 TOPSOIL FILL 5-6-5(11) FILL: POORLY GRADED SAND with SILT (SP- SM), fine to coarse-grained, trace Gravel, 4 P200-8% brown, moist 8 959.1 5-6-9 4.5 POORLY GRADED SAND (SP), fine to coarse- 5 grained, trace to little Gravel, brown, moist, (15) medium dense (GLACIAL OUTWASH) 8„ —z 5-9-8 (17) 8" 2-9-10 0 10_Z (19) 91, Drillers noted chatter at 11 feet 2-5-5-7 (10) 949.1 10" Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -12 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 BORING: ST -13 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212267 EASTING: 517731 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/24/23 END DATE: 05/24/23 SURFACE 968.9 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Soil WEATHER: Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) (N -Value) tsf % Tests or Remarks ft icc Recovery 968.1 SILTY SAND (SM), fine to medium -grained, ,trace Gravel, dark brown, moist TOPSOIL 0.8 POORLY GRADED SAND (SP), fine to coarse- grained, little Gravel, brown to light brown, 4-5-7 moist, medium dense (GLACIAL OUTWASH) 11 (2) 7(30) 5 (30) 8.. Drillers noted chatter at 6 961.9 4-5-72) (1 4 feet P200=6% 7.0 WELL -GRADED SAND with SILT (SW -SM), Z fine to coarse-grained, trace to little Gravel, 101, light brown, moist, medium dense (GLACIAL %Gravel=14.9% O UTWAS H) 4-7-13 10— (20) 5" 4-10-9 (19) Drillers noted chatter at 12 feet 8" 5-8-11 15 (19) 4 91, 3-5-7 20 (12) 91, 25 Z4-9-8 (17) 4 942.9 12" Water not observed while drilling. 26.0 END OF BORING Boring then grouted 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -13 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -14 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212268 EASTING: 518182 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/26/23 END DATE: 05/26/23 SURFACE 961.9 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) (N -Value) tsf % Tests or Remarks ft in Recovery 961.4 SILTY SAND (SM), fine to medium -grained, trace Gravel, dark brown, moist TOPSOIL 0.6 POORLY GRADED SAND (SP), fine to coarse- grained, trace to little Gravel, light brown, moist, —Z 4-6-8 medium dense (GLACIAL OUTWASH) (14) 6„ 6-10-11 5 (21) 5 10" 954.9 7-13-14 7.0 POORLY GRADED SAND with GRAVEL (SP), fine to coarse-grained, light brown, moist, (27) medium dense (GLACIAL OUTWASH) 81, 952.4 4-5-7 9.5 POORLY GRADED SAND (SP), fine to 101 medium -grained, trace Gravel, light brown, (12) 11" medium dense (GLACIAL OUTWASH) 4-6-8-8 (14) 947.4 13" Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -14 page 1 of 1 BRAUN NTE RTEC The Science Yau Hudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -15 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212117 EASTING: 516501 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/24/23 END DATE: 05/24/23 SURFACE 947.6 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: PartlyCloud y Elev./ L Description of Materials Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth m 1110-1-2908) E (N -Value) tsf % Tests or Remarks ft co Recovery SILTY SAND (SM), fine to coarse-grained, trace Gravel, roots, dark brown (TOPSOIL 945.6 FILL) 6- (144)) 2.0 FILL: SILTY SAND (SM), fine to coarse- �/ grained, trace Gravel, slightly organic, brown to 10 dark brown, moist 5-11-11 5 (22) 6" 940.6 3-7-13 7.0 FILL: SILTY SAND (SM), fine to coarse- grained, trace Gravel, organic, black to dark (20) 18 - OC=5% brown, moist 12" 938.1 3-5-6 9.5 POORLY GRADED SAND (SP), fine to coarse- 10 grained, trace Gravel, brown, moist, medium (11) dense (GLACIAL OUTWASH) 10" 935.1 4-4 2-3-) ( 12.5 SILTY SAND (SM), fine to coarse-grained, trace Gravel, brown, wet, loose (GLACIAL 6' 17 933.1 OUTWAS H ) Water observed at 12.5 feet 14.5 END OF BORING 15 while drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -15 page 1 of 1 BRAUN NTE RTEC The Science Yau Hudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -16 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212106 EASTING: 518856 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/24/23 END DATE: 05/24/23 SURFACE 961.0 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) cc (N -Value) tsf % Tests or Remarks ft n Recovery sign s SILTY SAND (SM), fine to medium -grained, 0.5 ace Gravel, dark brown, moist (TOPSOIL T3-4-4 TILL FILL: POORLY GRADED SAND with SILT (SP - SM), fine to coarse-grained, trace Gravel, dark (8) brown to brown, moist 2 3-2-1 5 X (3) 8 P200=11% L� 3" 954.05-6-7 7.0 POORLY GRADED SAND (SP), fine to coarse- grained, trace to little Gravel, light brown to (63) Drillers noted chatter from 8 brown, moist, loose to medium dense to 12 feet (GLACIAL OUTWASH) 4-4-5 10— (9) 8" 3-7-7-8 (14)5 101, 946.5 Water not observed while drilling. 14.5 END OF BORING 15 Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -16 page 1 of 1 BRAUN NTE RTEC The Science You Build On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -17 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212113 EASTING: 517281 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/26/23 END DATE: 05/26/23 SURFACE 970.6 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Dirt Field WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) (N -Value) tsf % Tests or Remarks ft in Recovery 969.9 SILTY SAND (SM), fine to medium -grained, trace Gravel, dark brown, moist (TOPSOIL 0.8 FILL) 3-3-3 FILL: SILTY SAND (SM), fine to coarse- grained, trace Gravel, brown, moist Z (6) 6„ 966.1 5-7-8 4.5 POORLY GRADED SAND (SP), fine-grained, 5 trace Gravel, light brown, moist, medium dense (15) 3 - P200-4% (GLACIAL OUTWASH) 10" z 4-6-6 (12) 12" 961.1 4-6-7 9.5 POORLY GRADED SAND (SP), fine to 10 medium -grained, trace Gravel, light brown, (13) moist, medium dense (GLACIAL OUTWASH) 10" 958.1 4-10-7-9 (8" 12.5 POORLY GRADED SAND (SP), fine to coarse- grained, little Gravel, light brown, moist, 4 956.1 1 medium dense (GLACIAL OUTWASH) Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20 25- 530 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -17 page 1 of 1 BRAUN NTE RTEC The Science You Hudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -18 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 211967 EASTING: 516507 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/24/23 END DATE: 05/24/23 SURFACE 949.4 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Soil WEATHER: Clear Elev./ L Description of Materials Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth m 1110-1-2908) E (N -Value) tsf % Tests or Remarks ft co Recovery SILTY SAND (SM), fine to medium -grained, trace Gravel, bituminous debris, dark brown to 947.4 black, moist (TOPSOIL FILL) 4-6-51) (11) 2.0 0:�" FILL: SILTY SAND (SM), fine to coarse- �/ grained, trace Gravel, slightly organic, black to /X� 9 dark brown, moist 944.9 6-7-8 (15) 12 OC=2% 4.5 ` FILL: CLAYEY SAND (SC), trace Gravel, 5 slightly organic, dark brown, moist z 4" 942.4 7.0 POORLY GRADED SAND (SP), fine to medium -grained, trace Gravel, light brown, Z5-6-9 (1 05') Drillers noted chatter at 8 moist to wet, loose to dense (GLACIAL feet O UTWAS H) 19-23-14 10 (37) 6 4" 4 5-6-4-6 (10) 11" 23 934.9 Water observed at 12.5 feet 14.5 END OF BORING 15 while drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -18 page 1 of 1 BRAUN NTE RTEC The Science Yau Hudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -19 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 211963 EASTING: 517131 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/26/23 END DATE: 05/26/23 SURFACE 971.3 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth m 1110-1-2908) E (N -Value) tsf % Tests or Remarks ft co Recovery SILTY SAND (SM), fine to medium -grained, 970.3 trace Gravel, black to dark brown, moist TOPSOIL FILL 1.0 3- FILL: SILTY SAND (SM), fine to coarse- grained, little Gravel, brown, moist (100)) 6" Drillers noted chatter at 4 8-13-15 feet ''• 5—(28) (28) x. No recovery at 4 feet 964.3 5-6-9 7.0 POORLY GRADED SAND (SP), fine to coarse- grained, trace Gravel, light brown, moist, loose z (115) 91, to medium dense (GLACIAL OUTWASH) 2-3-5 10—Z(8) 4 8" 3-4-7-8 (11) 13" 956.8 Water not observed while drilling. 14.5 END OF BORING 15 Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -19 page 1 of 1 BRAUN NTE RTEC The Science You Build on. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -20 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 211968 EASTING: 517867 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/24/23 END DATE: 05/24/23 SURFACE 968.2 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Soil WEATHER: Clear Elev./ L Description of Materials Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth m 1110-1-2908) E (N -Value) tsf % Tests or Remarks ft co Recovery SILTY SAND (SM), fine to medium -grained, 967.2 trace Gravel, dark brown, moist (TOPSOIL 1.0 FILL) 5-6-8 FILL: SILTY SAND (SM), fine to medium- grained, trace Gravel, brown, moist Z (14) 14 101, 963.7 4-5-6 4.5 POORLY GRADED SAND (SP), fine to coarse- �] 5— ( 11 ) 11 g grained, trace Gravel, light brown, moist, medium dense (GLACIAL OUTWASH) LX, —Z 4-7-7 (14) 4) 11" 958.7 3-8-9 (17) Drillers noted chatter at 10 9.5 POORLY GRADED SAND with GRAVEL (SP), 10 fine to coarse-grained, brown to light brown, 6„ feet moist, medium dense (GLACIAL OUTWASH) 7-13-10-8 (23) 8" 953.7 Water not observed while drilling. 14.5 END OF BORING 15 Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -20 page 1 of 1 BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—etmmall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 1 2 3 4 5 6 7 8 9 10 11 12 d 13 14 15 16 17 18 19 20 21 22 23 24 25 200 400 Tip resistance (tsf) 0- 2- 3- 4- 5- 6- 7- 8- 9- 10- I I 234567891011 L 12 13- 14- 15- 16 3141516 17 18 19- 20- 21- 22- 23- 241 9202122 2324 25 0 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Il 01 Total depth: 25.07 ft, Date: 6/23/2023 Surface Elevation: 965.39 ft Coords: N 212565.067, E 517431.980 Cane Type: 211118 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand 1 Sand 2 Sand&siltysand 3 Very stiff earl aye san 4- 5- 6- 7 -Sand & silty sand 8- 9- 910,-,11 10- -11- S12- � Silty sand &sandy alt a13 N � Sand&siltysand 14 15 iiiia Silty sand &sandy alt 16 IM 17 Sand&siltysand 18 Silty sand &sandy alt 19 20 Sand&siltysand 21 22- 23 Ir Silly sand &sandy alt 24 Sand &siltysand 25 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:55 PM 1 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S 12 L 12 d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 02 Total depth: 15.09 ft, Date: 6/23/2023 Surface Elevation: 966.19 ft Coords: N 212568.093, E 517881.782 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand 2- Z 3'W Sand&siltysand 4 Siltysand&sandyslt Sand & siltysand 5 Sand 6- 7- 8- 9 789 S— & silty sand 10 -11- 12- Sand 112 Sand a13 p 14 Sand&siltysand 15 16- 17- 18- 19- 20- 21- 22- 23- 24 61718192021222324 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:56 PM 2 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—etmmall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S, 2 "12 L L d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 "12 L 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 S12 L 13 � 14 15 16 17 18 19 20 21 22 23 24 25 C- 03 Total depth: 15.09 ft, Date: 6/23/2023 Surface Elevation: 965.73 ft Coords: N 212494.737, E 518188.808 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 2 Sand 3 Sand&siltysand 4 Sand 5 Sand&siltysand Very stiff sand/claye san 6 J Sand&siltysand 7 =X" Sand Sand & siltysand 8 Sand 9 Sand 10 Sand&siltysand 11 i Sand S 12 13 Sand&siltysand � 14 15 16- 17- 18- 19- 20- 21- 22 171819202122 23 24 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:56 PM 3 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 T11. 9— V— man 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S 12 L 12 d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 04 Total depth: 25.00 ft, Date: 6/22/2023 Surface Elevation: 964.61 ft Coords: N 212414.801, E 517281.977 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 Sand 2- WE Sand & silty sand 3 4 Siltysand&sandyslt 5 Siltysand&sandyslt 6- 7- 8- 9- 10- 78910 Sano & silty and 11 S 12 a13 d � 14 15 Silty sand & sandy slt 16 Silty sand & sandy slt 17- 18 19 Sand&siltysand 20 21 22 Siltysand&sandyslt 23 ■_ 24 = Sand & silty sand 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:56 PM 4 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—etinR-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 1 2 3 4 5 6 7 8 9 10 11 S 12 a13 d 14 15 16 17 18 19 20 21 22 23 24 25 200 400 Tip resistance (tsf) 0 1 2- 3- 4- 5- 6- 7- 8- 9- 10- 11 34567891011 L 12 0 13- 14- 15- 16- 17- Is- 19- 20- 21 - 221 3141516171819202122 23 24 25 0 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 L 12 a13 d) 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- OS Total depth: 25.00 ft, Date: 6/23/2023 Surface Elevation: 970.11 ft Coords: N 212417.296, E 517581.996 Cane Type: 211118 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0Sand&siltysand 1 Sand 2 3 - Sand&siltysand 4 5 Sand 6 _ Sand&siltysand 7 _ Sand Sand & silty sand 8 Sand 9 Sand&siltysand Sand 10 Sand & silty sand � Sand 11 Sand&siltysand 12 Sand a 7 Sand&siltysand 13 d _F- Sand 14- 15 16- 17- 18- 19- a 6171819 = Sand&siltysand 20 21- 22- 23- 24- 2 5 122232425 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 1012141618 Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:57 PM 5 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S, 2 "12 L L d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 "12 L 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 S12 L 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 06 Total depth: 15.16 ft, Date: 6/23/2023 Surface Elevation: 969.01 ft Coords: N 212417.296, E 517581.996 Cane Type: 211118 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand 1 2 Sand&siltysand 3- 4 Siltysand&sandy s It Sand & siltysand 5 Sand 6- 7- 7 8- 8 Sand&siltysand 9- 10 Sand — Sand&siltysand 12 13 Sand&siltysand 14 15 61718 16- 17- 18 19- 9202122232425 20- 21- 22- 23- 24- 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-1T v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:57 PM 6 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 T11. 9— V— man 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S, 2 "12 a 13 0 13 a: v 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 "12 a13 a: 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 5 6 7 8 9 10 11 S12 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- 07 Total depth: 15.03 ft, Date: 6/23/2023 Surface Elevation: 963.53 ft Coords: N 212419.624, E 518035.331 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Send &silty sand 1 2 Send &silty sand 3 Silty sand& sandy s It 4 Sand &silty sand 5 Sand -S nd & silty sand 6- Ift Sand &silty sand 7 --= Sand &silty sand 8 Sand 9 Sand &silty sand 10 Sand 11 12 Sand &siltysand 13 � 14 15- 516171819202122232425 16- 17- 18- 19- 20- 21- 22- 23- 24- 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-1T v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:58 PM 7 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 1 2 3 4 5 6 7 8 9 10 11 "12 L a13 d 14 15 16 17 18 19 20 21 22 23 24 25 200 400 Tip resistance (tsf) 0- 2- 3- 4- 5- 6- 7- 8- 9- 10- -11- S' 2 234567891011"12 L 0 13- 14- 15- 16- 17- Is- 19- 20- 21- 22 - 23 314151617181920212223 24 25 0 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 "12 L a13 a: 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 11 " 12 L 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- 08 Total depth: 25.07 ft, Date: 6/22/2023 Surface Elevation: 967.99 ft Coords: N 212271.120, E 517134.409 Cane Type: 200726 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 2- 3456 3- 4- 5- 6 7- 8- 9 89 Sanc & silty sand 10 11 "12 L a13 d 14 15 16 17 Silty sand & sandy s It 18 19- 20 Sand&siltysand 21- 22- 23- 12223 `i Silty sand&sandy slt 24 •�] Sand&siltysand 25 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:58 PM 8 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S 12 L 12 d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 09 Total depth: 15.09 ft, Date: 6/22/2023 Surface Elevation: 969.71 ft Coords: N 212262.939, E 517281.714 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 Sand 2 _ Sand&siltysand 3 Sand IS 4 III _ 5- 6- 7- 8- 9 6789 Sand&siltysand 10 11 � 12 13 14- 15- 16- 17- 18- 19- 20- 21- 22- 23- 24 415161718192021222324 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:59 PM 9 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 " 12 " 12 a 13 0 13 a: v 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 12 a13 d) 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 5 6 7 8 9 10 11 " 12 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- 10 Total depth: 25.00 ft, Date: 6/23/2023 Surface Elevation: 970.10 ft Coords: N 212265.003, E 517431.299 Cane Type: 200726 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand&siltysand 1 2- Sand&siltysand 3 4 � Sand 5 Sand&siltysand 6- Sand 7- -E- Sand&siltysand 8 _ Sand 9 10 = Sand&siltysand 11 12, t — Silty sand &sandy alt a13 14- 41516171819 15- 16- 17- 18- 19 _ Sand&siltysand 20- 21 22- 2232425 23- 24- 2 5 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:00 PM 10 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 12 L 12 d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 CIU 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 11 Total depth: 15.09 ft, Date: 6/23/2023 Surface Elevation: 970.48 ft Coords: N 212265.267, E 517581.616 Cane Type: 200726 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand 1 2 3 Sand&siltysand 4 5 Sand 6 Sand&siltysand 7 8 Sand 9 10 11 Sand & silty sand 12 13 14 15 Silly sand &sandy alt 16- 17 18 19- 20- 21- 22- 23- 2 4 92021222324 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:00 PM 11 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S 12 L 12 d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 12 Total depth: 15.03 ft, Date: 6/23/2023 Surface Elevation: 966.42 ft Coords: N 212268.666, E 517852.171 Cane Type: 200726 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand 1 2- Sand&siltysand 3 — Sand 4 Sand&siltysand 5 Sand 6 Sand&siltysand Sand 7 — 8- 9- 10- -11- 91011 Sand&siltysand � 12- 13 14- 15- 16- 17- 18 415161718 19- 20- 21- 22- 23- 24- . 92021222324 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:01 PM 12 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 0 1 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb. s— etm R-Ld all 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN 0 1 2 3 4 5 6 7 8 9 10 11 12 d 13 14 15 16 17 18 19 20 21 22 23 24 25 Cone resistance cit 200 400 Tip resistance (tsf) C- 13 Total depth: 25.13 ft, Date: 6/22/2023 Surface Elevation: 966.16 ft Coords: N 212111.649, E 516976.803 Cane Type: 190903 Cone Operator: Adam Holmbo 0 1 Sleeve friction 0 1 Friction ratio 0 Pore pressure u Norm. 0 1 Soil Behaviour Type Sand 2 2 2 2- 3- i- 3 3 3 Sand&siltysand 4 4 4 4- 5- 5 5 5 —1111011111 6 6 - 6 -Sand 6 Very stiff sandldaye san 7 7 7- 8- 8 8 8 9 9 9 9 Sand & siltysand 10 10 10 10 Silty sand & sandy s It L12 L 12 —12 12 Sand&siltysand o- 13 a 13 0- 13 a 13 Silty sand &sandy a dt dt dw X 14 X 14 0 14 X 14- Sand&siltysand 15 15 15 15 16 16 16 16 Silty sand& sandy s 17 17 17 17 Sand&siltysand 18 18 18 18- 19 19 19 19- 20- 20 20 20 21 21 21 21 Sand & silty sand 22 22 22 22- 23- 23 23 23- 24- 24 4 24- 24- 2425 25 25 25 25 '8'1'0'12141618 0 5 10 15 20 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 2 4 6 Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:01 PM 13 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S, 2 "12 L L a 13 0 13 a: v 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 "12 L a13 a: 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 " 12 L 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- 14 Total depth: 15.03 ft, Date: 6/22/2023 Surface Elevation: 971.24 ft Coords: N 212117.490, E 517127.539 Cane Type: 200726 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 2- 3- 4- 5- 5- 7- 8 345678 Sane&silty sand 9 10 11 "12 L a13 d 14- 15- 16- 17- 18 415161718 19 20- 21- 22- 23- 24- 25 02122232425 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:02 PM 14 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—etinR-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S 12 L 12 d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 15 Total depth: 15.09 ft, Date: 6/22/2023 Surface Elevation: 969.96 ft Coords: N 212114.752, E 517431.971 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 Sand 2_ 3 in Sand&siltysand 4 5 am 6 Sand Sand & siltysand 7 Sand 8 9- 10 Sand&siltysand —11- 12- 13 11213 Sand d 14 — Sand & silty sand 15- 16- 17- 18- 19- 20- 21- 22- 23- 24- 2.5 516171819202122232425 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:03 PM 15 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—etinR-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 1 2 3 4 5 6 7 8 9 10 11 "12 L a13 d 14 15 16 17 18 19 20 21 22 23 24 25 200 400 Tip resistance (tsf) 0- 2- 3- 4- 5- 6- 7- 8- 9- 10- -11- S' 2 234567891011"12 L fd= 13- 14- 15- 16- 17- Is- 19- 20- 21- 22 - 23 314151617181920212223 24 25 0 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 "12 L a13 a: 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 11 S12 L 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- 16 Total depth: 25.20 ft, Date: 6/22/2023 Surface Elevation: 970.51 ft Coords: N 212114.907, E 517581.696 Cane Type: 211118 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand&siltysand Sand 2 3 4 Sand&siltysand 5 90 5 - hi 7 Sand 7 M Sand&siltysand 8- 9 10 11 "12 L Sana &silty sand a13 d 14 15 16- 17- 18- 61718 S- 19- 20 21 22 Sano & silty sand 23- 24- 1 324 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:03 PM 16 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—etinR-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S, 2 "12 L L a 13 0 13 a: v 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 "12 L a13 dt 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 " 12 L 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- 17 Total depth: 15.09 ft, Date: 6/22/2023 Surface Elevation: 969.33 ft Coords: N 212117.077, E 517731.856 Cane Type: 211118 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand 1 Sand &siltysand 2 3 Sand&siltysand 4 Sand&siltysand 6 Sand Sand & silty sand 6 Sand 7- 8 8 Sand&siltysand 9 Sand 10 11 � 12 Sand & silty sand a13 d 14- 15 16- 17- 18- 19- 20- 21- 22- 23 17181920212223 24 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:04 PM 17 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S, 2 "12 L L a 13 0 13 a: v 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 "12 L a13 d) 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 S12 L 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- 18 Total depth: 15.09 ft, Date: 6/23/2023 Surface Elevation: 963.27 ft Coords: N 212118.421, E 518031.570 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 Sand 2- Sand&siltysand 3 Sand 4 Sand & siltysand 5 Sand 6- -E- 7- 8 7g M Sand &silty sand 9 10- -11- 12- 7K 0 1112a 13 Sand &silty sand 14- 15- 16- 17- 18- 19- 20- 21- 22- 23- 24- 25 41516171819202122232425 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:04 PM 18 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 z 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S, 2 "12 L L a 13 0 13 a: v 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 "12 L a13 a: 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 S12 L 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- 19 Total depth: 15.09 ft, Date: 6/22/2023 Surface Elevation: 958.69 ft Coords: N 211952.222, E 516856.568 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 2 3 4 5 6 7 8 9 10 11 12 L a13 d 14 15 16 17 18 19 20 21 22 23 24 25 san san 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:05 PM 19 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 T11. 9— V— man 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 Y 11 11 S 12 L 12 d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 Y 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 a^ 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 20 Total depth: 15.03 ft, Date: 6/22/2023 Surface Elevation: 966.49 ft Coords: N 211962.522, E 516981.693 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 Sand&siltysand 2 Sand 3 4- 5 - Sand 5Sand &siltysand 7 �31 8 9 10 w 11 Silty sand &sandy a � 12 a 13 Sand&siltysand d 14- 15 61718 16- 17- 18 19 20- 21- 22- 23- 24- 25 02122232425 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:06 PM 20 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—etmmall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S, 2 " 12 L L d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 200 400 Tip resistance (tsf) 0 1 2 3 4 5 Friction (tsf) 0- 2- 3- 4- 5- 6- 7- 8- 10- -11- S' 2 23456781011"12 L 13 14- 15- 16- 17- is- 19- 20- 21 - 221 41516171819202122 23 24 25 0 Friction ratio 0 2 3 4 5 6 7 8 9 10 11 " 12 L 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 21 Total depth: 25.07 ft, Date: 6/22/2023 Surface Elevation: 969.41 ft Coords: N 211965.091, E 517431.604 Cane Type: 200726 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 Sand Sand & siltysand 2 Vary :t,Iaandllaye Silty sand&sandyslt san 3 Sand & siltysand 4 Sand Sand & siltysand 5 ' Sand 6 T 7 Sand&siltysand Sand 8 9 10- 0 Sand&siltysand 11 11 12 13 Sanc 14 15 16- 6171819 17- 18- 19- - Sand&siltysand 20- 21 22- 23- 425 24- - 2 5 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:07 PM 21 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S 12 L 12 d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 22 Total depth: 15.29 ft, Date: 6/22/2023 Surface Elevation: 969.21 ft Coords: N 211967.486, E 517731.618 Cane Type: 211118 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand 1 Sand 2 Sand &siltysand 3 Siltysand&sandy s It 4 Sand Sand &silty sand 5 Sand 6 7 8 3 Sand&siltysand 9- 10 Sand 12 a 13 Sand&siltysand N 14 Sand 15 Sand&siltysand 16 17- 18 19- 20- 21- 22- 23- 24 92021222324 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-1T v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:07 PM 22 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 T11. 9— a -mall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 X11 11 12 12 L L d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 12 L 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio Pore pr sure u 0 1 2- 345 3- 4- 5 6 7 8 9- 10- 11 1011 12- 13- 14- 15- 16- 17 21314151617 is- 19- 20- 21- 22- 23- 24- 25- C- 819202122232425 C- Average CPT copy Total depth: 24.99 ft, Date: 8/9/2023 Surface Elevation: 0.00 ft Coords: N 0.0, E 0.0 Cone Type: Cone Operator: Norm. Soil Behaviour Type 0 - AW Sand 2- 3- 4- 5- 6- 7- 8- 9- 10- 11 34567891011 12 L d 13 i Sand&siltysand 14- is - 16 415 16 'J■ 17 18- 19- 20- 21- 22- 23- 24 8192021222324 25 0 100 200 0 1 -2 0 2 4 6 8 10 0 5 10 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 0 4. Clay & silty clay 7. Sand 2. Organic Soil 0 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 0 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:08 PM 23 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUN INTERTEC The Iii You Hund On. A. B. D. E. F. G. H. L. M. N. 0. P. Q. Based on the material passing the 3 -inch (75 -mm) sieve. If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. Gravels with 5 to 12% fines require dual symbols: GW -GM well -graded gravel with silt GW -GC well -graded gravel with clay GP -GM poorly graded gravel with silt GP -GC poorly graded gravel with clay C. = D60 / D10 C, = (D30)2 / (Dto x Deo) If soil contains 2 15% sand, add "with sand" to group name. If fines classify as CL -ML, use dual symbol GC -GM or SC -SM. If fines are organic, add "with organic fines" to group name. Sands with 5 to 12% fines require dual symbols: SW -SM well -graded sand with silt SW -SC well -graded sand with clay Si poorly graded sand with silt Si poorly graded sand with clay If soil contains 2 15% gravel, add "with gravel" to group name. If Atterberg limits plot in hatched area, soil is CL -ML, silty clay. If soil contains 15 to < 30% plus No. 200, add "with sand" or "with gravel", whichever is predominant. If soil contains>-- 30% plus No. 200, predominantly sand, add "sandy" to group name. If soil contains 2 30% plus No. 200 predominantly gravel, add "gravelly" to group name. PI 2 4 and plots on or above "A" line. PI < 4 or plots below "A" line. PI plots on or above "A" line. PI plots below "A" line. 10 7 4 0 0 For classification of fine -drained soils Criteria for Assigning Group Symbols and Boulders .............. Soil Classification Cobbles ................ Group Names Using Laboratory Testsn Group Symbol Group Name l Gravels Clean Gravels C,>-4and 1<Ca153° GW Well -graded gravel[ ° ( More than 50%of c (Less than 5%fines) C" <4 and/or (C<< 1 or Cc> 3)° GP Poorly graded gravel' No. 200 to No. 40 (0.075 mm to 0.425 mm) coarse fraction retained on No.4 Gravels with Fines Fines classify as ML or MH GM Silty gravelEFG c o .a N o sieve ) (More than 12%fines[) NgravelEFG Fines Classify as CL or CH GC Clayey 9°clean a t d Sands Sands CP >- 6 and 1 <Ca<_ 3° SW Well -graded sand' C, <6 and/or C<<1 or Cc 3 ° / ( )graded SP Poorly sand ,. z e ( 50%or more coarse (Less than 5%fines") u fraction passes No. 4 Sands with Fines Fines classify as ML or MH SM Silty sandrG Fines classify as CL or CH Clayey sandFG1 MH OR OH sieve) (More than 12% fines") ML OR OL PI > 7 and plots on or above "A" line' Lean clayK LM Slits and Clays Inorganic PI <4 or plots below "A" line KLM Silt (Liquid limitless than Liquid Limit -oven dried Organicclay KLMN .°n 50) Organic <0.75 OL KLM° � v o Liquid Limit -not dried Organicsilt mE PI plots on or above "A" line at clayK LM c o 6 Silts and clays Inorganic KLM Elastic silt LL o (Liquid limit 50 or Liquid Limit - oven dried Organic clay K LMP more) Organic <0.75 Liquid Limit- not dried OH Organic silt KLMn Highly Organic Soils Primarily organic matter, dark in color, and organic odor p Peat A. B. D. E. F. G. H. L. M. N. 0. P. Q. Based on the material passing the 3 -inch (75 -mm) sieve. If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. Gravels with 5 to 12% fines require dual symbols: GW -GM well -graded gravel with silt GW -GC well -graded gravel with clay GP -GM poorly graded gravel with silt GP -GC poorly graded gravel with clay C. = D60 / D10 C, = (D30)2 / (Dto x Deo) If soil contains 2 15% sand, add "with sand" to group name. If fines classify as CL -ML, use dual symbol GC -GM or SC -SM. If fines are organic, add "with organic fines" to group name. Sands with 5 to 12% fines require dual symbols: SW -SM well -graded sand with silt SW -SC well -graded sand with clay Si poorly graded sand with silt Si poorly graded sand with clay If soil contains 2 15% gravel, add "with gravel" to group name. If Atterberg limits plot in hatched area, soil is CL -ML, silty clay. If soil contains 15 to < 30% plus No. 200, add "with sand" or "with gravel", whichever is predominant. If soil contains>-- 30% plus No. 200, predominantly sand, add "sandy" to group name. If soil contains 2 30% plus No. 200 predominantly gravel, add "gravelly" to group name. PI 2 4 and plots on or above "A" line. PI < 4 or plots below "A" line. PI plots on or above "A" line. PI plots below "A" line. 10 7 4 0 0 For classification of fine -drained soils Particle Size Identification Boulders .............. over 12" Cobbles ................ 3" to 12" and fine-grained fraction of coarse-grained l Coarse ............. 3/4" to 3" (19.00 mm to 75.00 mm) Fine ................. No. 4 to 3/4" (4.75 mm to 19.00 mm) Soils. J dX «L- 4 0 No. 40 to No. 10 (0.425 mm to 2.00 mm) Fine .................. No. 200 to No. 40 (0.075 mm to 0.425 mm) Equation of "A" — line Horizontal at PI = 4 to LL - 25.5, then PI = 0.73 (L20) ' pQ- G� Clay ...................... <.005 mm Medium .................... 5 to 8 BPF .................. 0.5 to 1 tsf Equation of"U" - line Vertical at LL = 16 to PI = 71 s then PI = 0.9 (LL- 0) , V Very Stiff ................... 16 to 30 BPF............... 2 to 4 tsf Hard .......................... over 30 BPF................ > 4 tsf MH OR OH ML OR OL 10 16 20 30 40 s0 60 70 LIQUID LIMIT (LL) su 90 100 110 Descriptive Terminology of Soil Based on Standards ASTM D2487/2488 (Unified Soil Classification System) Relative Proportions', " trace ............................. 0 to 5% little .............................. 6 to 14% with .............................. >_ 15% Inclusion Thicknesses lens ............................... 0 to 1/8" seam ............................. 1/8" to 1" layer .............................. over 1" Apparent Relative Density of Cohesionless Soils Very loose ..................... Oto 4 BPF Particle Size Identification Boulders .............. over 12" Cobbles ................ 3" to 12" Gravel Coarse ............. 3/4" to 3" (19.00 mm to 75.00 mm) Fine ................. No. 4 to 3/4" (4.75 mm to 19.00 mm) Sand Coarse .............. No. 10 to No. 4 (2.00 mm to 4.75 mm) Medium ........... No. 40 to No. 10 (0.425 mm to 2.00 mm) Fine .................. No. 200 to No. 40 (0.075 mm to 0.425 mm) Silt ........................ No. 200 (0.075 mm) to .005 mm Clay ...................... <.005 mm Relative Proportions', " trace ............................. 0 to 5% little .............................. 6 to 14% with .............................. >_ 15% Inclusion Thicknesses lens ............................... 0 to 1/8" seam ............................. 1/8" to 1" layer .............................. over 1" Apparent Relative Density of Cohesionless Soils Very loose ..................... Oto 4 BPF Loose ............................ 5 to 10 BPF Medium dense .............. 11 to 30 BPF Dense ............................ 31 to 50 BPF Very dense .................... over 50 BPF Consistency of Blows Approximate Unconfined Cohesive Soils Per Foot Compressive Strength Very soft ................... 0 to 1 BPF................... < 0.25 tsf Soft ........................... 2 to 4 BPF................... 0.25 to 0.5 tsf Medium .................... 5 to 8 BPF .................. 0.5 to 1 tsf Stiff ........................... 9 to 15 BPF................. 1 to 2 tsf Very Stiff ................... 16 to 30 BPF............... 2 to 4 tsf Hard .......................... over 30 BPF................ > 4 tsf Moisture Content: Dry: Absence of moisture, dusty, dry to the touch. Moist: Damp but no visible water. Wet: Visible free water, usually soil is below water table. Drilling Notes: Blows/N-value: Blows indicate the driving resistance recorded for each 6 -inch interval. The reported N -value is the blows per foot recorded by summing the second and third interval in accordance with the Standard Penetration Test, ASTM D1586. Partial Penetration: If the sampler could not be driven through a full 6 -inch interval, the number of blows for that partial penetration is shown as #/x" (i.e. 50/2"). The N -value is reported as "REF" indicating refusal. Recovery: Indicates the inches of sample recovered from the sampled interval. For a standard penetration test, full recovery is 18", and is 24" for a thinwall/shelbytube sample. WOH: Indicates the sampler penetrated soil underweight of hammer and rods alone; driving not required. WOR: Indicates the sampler penetrated soil underweight of rods alone; hammer weight and driving not required. Water Level: Indicates the water level measured by the drillers either while drilling ('77 ), at the end of drilling ( IV ), or at some time after drilling ( 5Z ). Laboratory Tests DD Dry density, pcf qn Pocket penetrometer strength, tsf e WD Wet density, pcf qu Unconfined compression test, tsf P200 % Passing #200 sieve LL Liquid limit MC Moisture content, % PL Plastic limit OC Organic content, % PI Plasticity index Sample Symbols Standard Penetration Test Rock Core Modified California (MC) . Thinwall (TW)/Shelby Tube (SH) Auger Texas Texas Cone Penetrometer Grab Sample VI Dynamic Cone Penetrometer 5/2021 BRAUN I NTE RTEC This document accompanies Cone Penetration Test Data. Please refer to the Boring Log Descriptive Terminology Sheet for information relevant to conventional v. Cone Penetration Test (CPT) boring logs. Cone Penetration Test (CPT) sounding was performed in general accordance with ASTM D 5778 and consistent with the ordinary degree of care and skill used by reputable practitioners of the same discipline currently practicing under similar circumstances and in the same locality. No warranty, express or implied, is made. Since subsurface conditions outside each CPT sounding are unknown, and soil, rock and pore water conditions cannot be relied upon to be consistent or uniform, no warranty is made that conditions adjacent to each sounding will necessarily be the same as or similar to those shown on this log. Braun Intertec is not responsible for any interpretations, assumptions, projections or interpolations of the data made by others. Pore water pressure measurements and subsequently interpreted water levels shown on CPT logs should be used with discretion as they represent dynamic conditions. Dynamic pore water pressure measurements may deviate substantially from hydrostatic conditions, especially in cohesive soils. In cohesive soils, pore water pressures often take an extended time to reach equilibrium and thus reflect their true field level. Groundwater levels can be expected to vary both seasonally and yearly. The absence of notations on this log regarding water does not necessarily mean that groundwater is not present to the depth explored, or that a contractor will not encounter groundwater during excavation or construction. CPT Terminology CPT............ Cone Penetration Test CPTU ......... Cone Penetration Test with Pore Pressure measurements SCPTU....... Cone Penetration Test with Pore Pressure and Seismic measurements Piezocone... Common name for CPTU test QT ........................ normalized cone resistance Bq, - - - - - - * ........... pore pressure ratio Fr .......................... normalized friction ratio avo........................ overburden pressure a'vo .......................effective overburden pressure qT TIP RESISTANCE The resistance at the cone corrected for water pressure. Data is from cone with a 60 degree apex angle and a 15 cm2 end area. fs SLEEVE FRICTION RESISTANCE The resistance along the sleeve of the penetrometer. Fr Friction Ratio Ratio of sleeve friction over corrected tip resistance. Fr = fs qt VS Shear Wave Velocity A measure of the speed at which a seismic wave travels through soil/rock. Descriptive Terminology Cone Penetration Test SBT SOIL BEHAVIOR TYPE Soil Identification methods for the Cone Penetration Test are based on correlation charts developed from observations of CPT data and conventional borings. Please note that these identification charts are provided as a guide to Soil Behavior Type and should not be used to infer a soil classification based on grain size distribution. Engineering judgment and comparison with augered borings is especially important in the proper interpretation of CPT data in certain geo-materials. The following charts provide a Soil Behavior Type for the CPT Data. The numbers corresponding to different regions on the charts represent the following soil behavior types: Soil Behavior Type based on friction ratio 1000 100 at 10 1 7 8 ncreasing OCR, age 2 mentation O ^' 9 \ \ d 6 \\y \ 00 \ SO \ 5 \ a \Vep\ Increasing 4 \4 OCR. age Increasing \ ` sensibvity 3 \ 1 a2 0.1 1 10 Fr (%} 0 qt' a1D F ° X 100/o Ctt - or,, qt - aw Robertson CPT 1990 Soil Behavior Type based on pore pressure a -0.4 0 0.4 0.8 1.2 Bq C4 gt�6w B. U2 e d qt - w Robertson CPT 1990 1 Sensitive, Fine Grained 2 Organic Soils - Peat 3 Clays - Clay to Silty Clay 4 Silt Mixtures - Clayey Silt to Silty Clay 5 Sand Mixtures - Silty Sand to Sandy Silt 6 Sands - Clean Sand to Silty Sand 7 Gravelly Sand to Sand 8 Very Stiff Sand to Clayey Sand 9 Very Stiff, Fine Grained U2 PORE WATER MEASUREMENTS Pore water measurements reported on CPT logs are representative of pore water pressures measured at the U2 location, just behind the cone tip, prior to the sleeve, as shown in the figure below. These measurements are considered to represent dynamic pore water pressures due to the local disturbance caused by the cone tip. Dynamic pore water pressure decay and static pore water pressure measurements are reported on a Pore Water Pressure Dissipation Graph. U11 U? U1 2/2010 BRAUN Sieve Analysis Of Soil 06/09/2023 INTERTEC ASTM D6913 The Scmnce You BwW On. 11001 Hampshire Avenue S Client: Project: Minneapolis, MN 55438 Phone: 952-995-2000 City of Monticello B2304496 505 Walnut St Ste 1 Monticello Public Works Facility Monticello, MN 55362 505 Walnut St Ste 1 Monticello, MN 55362 Sieve Size Passing (%) Specification 37.5 mm (1.5 inch) 100.0 30.8 Sample Information 88.5 Sample Number: 526262 Depth (ft): 2 Boring Number: ST -5 Sampled By: Drill Crew Sample Date: 06/09/2023 4.75 mm (No. 4) 69.2 Received Date: 06/09/2023 Lab: 11001 Hampshire Ave S, Bloomington, MN Tested Date: 06/09/2023 Tested By: Streier, Jim 16.4 Particle Size (mm) Laboratory Data 11.8 silt and gravel 150 pm (No. 100) 9.0 Sieve Size Passing (%) Specification 37.5 mm (1.5 inch) 100.0 30.8 25 mm (1 inch) 88.5 I 19 mm (3/4 inch) 83.5 D30 12.5 mm (1/2 inch) 82.1 I I I I I I I I 9.5 mm (3/8 inch) 78.4 3.304 4.75 mm (No. 4) 69.2 Cu 2 mm (No. 10) 51.7 850 pm (No. 20) 28.8 1.35 425 pm (No. 40) 16.4 Particle Size (mm) 250 pm (No. 60) 11.8 silt and gravel 150 pm (No. 100) 9.0 75 pm (No. 200) 7.0 Gravel (%) Sand (%) Silt & Clay 10 I I I I I 30.8 62.2 7.0 I I I I I I I I i D10 D30 D60 0 I I I I I I I I I I 0.186 0.910 3.304 0 Cu Cc 17.76 1.35 Particle Size (mm) Classification: SW -SM Well -graded sand with silt and gravel General Results: The test is for informational purposes Uncertainty was not taken into account in determining whether the test results meet the requirements. The results Page 1 of 1 included in this report relate only to the items inspected or tested. Sampled per project specifications or industry standards. Also, this report is for the exclusive use of the addressed parties. We assume no responsibility to other parties regarding this report. The information indicated in this report shall not be reproduced, except in full, without prior written approval. BRAUN Sieve Analysis Of Soil 06/09/2023 INTERTEC ASTM D6913 The Scmnce You BwW On. 11001 Hampshire Avenue S Client: Project: Minneapolis, MN 55438 Phone: 952-995-2000 City of Monticello B2304496 505 Walnut St Ste 1 Monticello Public Works Facility Monticello, MN 55362 505 Walnut St Ste 1 Monticello, MN 55362 Laboratory Data Sieve Size Passing (%) Specification 19 mm (3/4 inch) 100.0 79.0 Sample Information 97.2 Sample Number: 526263 Depth (ft): 7 Boring Number: ST -13 Sampled By: Drill Crew Sample Date: 06/09/2023 850 Nm (No. 20) 39.7 Received Date: 06/09/2023 Lab: 11001 Hampshire Ave S, Bloomington, MN Tested Date: 06/09/2023 Tested By: Streier, Jim Laboratory Data Sieve Size Passing (%) Specification 19 mm (3/4 inch) 100.0 79.0 12.5 mm (1/2 inch) 97.2 9.5 mm (3/8 inch) 94.1 24 4.75 mm (No. 4) 85.1 D60 2 mm (No. 10) 66.5 0.652 850 Nm (No. 20) 39.7 Cu 425 Nm (No. 40) 18.9 0 250 lam (No. 60) 10.9 150 Nm (No. 100) 8.0 75 prn (No. 200) 1 6.1 90 94 70 60 c 50 d4 Gravel (%) Sand (%) Silt & Clay 14.9 79.0 6.1 24 D10 D30 D60 0.219 0.652 1.721 10 Cu Cc 0 7.86 1.13 1110 Classification: SW -SM Well graded sand with silt General Results: The test is for informational purposes. Particle Size (mm) Uncertainty was not taken into account in determining whether the test results meet the requirements. The results Page 1 of 1 included in this report relate only to the items inspected or tested. Sampled per project specifications or industry standards. Also, this report is for the exclusive use of the addressed parties. We assume no responsibility to other parties regarding this report. The information indicated in this report shall not be reproduced, except in full, without prior written approval. Appendix D Storm Sewer Calculations Stormwater Management Plan Monticello Public Works Facility City of Monticello WSB Project No. 022411-000 Appendix I •' i r : i m 5036 JO A _ - 5037 0 '0 5�3374 - BL I - V •{ �' } ,4i ipr r ' Legend - • 5�0 r �►� 0 Drainage Area Proposed Storm Structure �" •' CB MH ` U CCS 50117 T5�D9 50�11� 5�D4/50�5 Proposed Storm Pipe 5G5 5n15 508 -- Storm Sewer ~ Major Proposed Contour Minor Proposed Contour • y Proposed Impervious Figure 4 - Storm Sewer Drainage Area Map N Monticello Public Works Facility IMMIMIK:::= a goo , n'� Monticello City of Monticello M inch= : as feet Feet V V PIPE DESIGN Storm Event 10 V111 PIPE DESIGN Siam Evert 10 Veer INLET CAPACITY DESIGN Storm Event 10 Year Initial Tc 10 Min RAINFALL STRUCTURE AREA SUM OF Tc INTESITY TOTAL O NO. LOCATION [Aci C CxA ADD CXA CXA MIN IN./HR.1 [CFS1 REMARKS 5027 ON 1.2 0.9 1.08 FROM �TO 1.04 0.2 0.208 1.288 15 4.57 5.89 2 CBs at low point 5032 ON 0.04 0.9 0.036 FROM �TO 0.036 10 5.62 0.20 5033 ON 0.06 0.9 0.054 FROM �TO 0.14 0.2 0.028 0.082 10 5.62 0.46 5034 ON 0.01 0.9 0.009 FROM 0.009 10 5.62 0.05 TO 5030 ON 0.03 0.9 0.027 FROM 0.06 0.2 0.012 0.039 10 5.62 0.22 TO 5031 ON 0.02 0.9 0.018 FROM 0.02 0.2 0.004 0.022 10 5.62 0.12 TO 5036 ON 0.05 0.9 0.045 FROM 0.01 0.2 0.002 0.047 10 5.62 0.26 TO 5037 ON 0.1 0.9 0.09 FROM 0.02 0.2 0.004 0.094 10 5.62 0.53 TO 5038 ON 0.01 0.9 0.009 FROM 0.42 0.2 0.084 0.093 10 5.62 0.52 TO 5040 ON 0.14 0.9 0.126 FROM 0.06 0.2 0.012 0.138 10 5.62 0.78 TO 5041 ON 0.17 0.9 0.153 FROM 0.03 0.2 0.006 0.159 10 5.62 0.89 TO 5042 ON 0.04 0.9 0.036 FROM 0.05 0.2 0.01 0.046 10 5.62 0.26 TO 5043 ON 0.79 0.9 0.711 FROM 0.03 0.2 0.006 0.717 10 5.62 4.03 2 CBs here TO 5045 ON 0.7 0.9 0.63 FROM 0.06 0.2 0.012 0.642 15 4.57 2.93 TO 5047 ON 0.19 0.9 0.171 FROM 0.02 0.2 0.004 0.175 10 5.62 0.98 TO 5048 ON 0.14 0.9 0.126 FROM 0.2 0.126 10 5.62 0.71 TO Storm Event 10 Year Initial Tc 10 Min RAINFALL STRUCTURE AREA SUM OF Tc INTESITY TOTAL O NO. LOCATION FAC1 C CxA ADD CXA CXA MIN IN./HR.1 [CFS1 REMARKS 5000 ON 0.56 0.9 0.504 FROM �TO 0.2 0.504 10 5.62 2.83 5001 ON 0.47 0.9 0.423 FROM �TO 0.25 0.2 0.05 0.473 10 5.62 2.66 5002 ON 0.34 0.9 0.306 FROM �TO 0.306 10 5.62 1.72 5004 ON 0.71 0.9 0.639 FROM 0.32 0.2 0.064 0.703 10 5.62 3.95 2 CBs here TO 5012 ON 0.43 0.9 0.387 FROM 0.387 10 5.62 2.17 TO 5013 ON 0.24 0.9 0.216 FROM 0.216 10 5.62 1.21 TO 5008 ON 0.27 0.9 0.243 FROM 0.07 0.2 0.014 0.257 15 4.57 1.17 TO 5009 ON 0.58 0.9 0.522 FROM 0.09 0.2 0.018 0.54 10 5.62 3.03 2 CBs here TO 5010 ON 0.15 0.9 0.135 FROM 0.08 0.2 0.016 0.151 10 5.62 0.85 TO 5015 ON 0.26 0.9 0.234 FROM 0.11 0.2 0.022 0.256 10 5.62 1.44 TO 5017 ON 0.38 0.9 0.342 FROM 0.06 0.2 0.012 0.354 10 5.62 1.99 TO 5019 ON 0.33 0.9 0.297 FROM 0.1 0.2 0.02 0.317 10 5.62 1.78 TO 5024 ON 0.04 0.9 0.036 FROM 0.036 10 5.62 0.20 TO 5025 ON 0.04 0.9 0.036 FROM 0.02 0.2 0.004 0.04 10 5.62 0.22 TO 5020 ON 0.6 0.9 0.54 FROM 0.54 11 5.41 2.92 TO 5021 ON 0.19 0.9 0.171 FROM 0.02 0.2 0.004 0.175 10 5.62 0.98 TO Y t Geotechnical Evaluation Report Monticello Public Works Facility Southwest of Intersection of School Boulevard and Redford Lane Monticello, Minnesota Prepared for City of Monticello Professional Certification: I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the State of Minnesota. Richard S. Jeft, PE Project Engineer License Number: 58781 October 12, 2023 Project B2304496 Braun Intertec Corporation G LICENSE PAOFESSIONAL E"NEER 58781 0' •�9 OF BRAUN I NTE RTE C The Science You Build On. October 12, 2023 Mr. Matthew Leonard City of Monticello 505 Walnut Street, Suite 1 Monticello, MN 55362 Braun Intertec Corporation 11001 Hampshire Avenue 5 Minneapolis, MN 55438 Project B2304496 Re: Geotechnical Evaluation Report Monticello Public Works Facility Southwest of Intersection of School Boulevard and Redford Lane Monticello, Minnesota Dear Mr. Leonard: Phone: 952.995.2000 Fax: 952.995.2020 Web: braunintertec.com We are pleased to present this Geotechnical Evaluation Report for the above referenced project. The following report provides the results of our evaluation and should be read in its entirety. Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date, please contact Richard Jett at 815.545.7059 (nett@braunintertec.com) or Nate McKinney at 612.369.5731 (nmckinnev@braunintertec.com). Sincerely, BRAUN INTERTEC CORPORATION f Richard S. Jetf, PE Project Engineer /V - Nathan L. McKinney, Pl/ Vice President, Principal Engineer AA/EOE Table of Contents Description Page A. Introduction......................................................................................................................................1 A.1. Project Description..............................................................................................................1 A.2. Site Conditions and History.................................................................................................3 A.3. Purpose................................................................................................................................4 A.4. Background Information and Reference Documents..........................................................4 A.S. Scope of Services.................................................................................................................4 B. Results ..............................................................................................................................................5 B.1. Geologic Overview..............................................................................................................5 B.2. Boring Results......................................................................................................................6 B.3. CPT Soundings.....................................................................................................................7 B.4. Groundwater.......................................................................................................................7 B.S. Laboratory Test Results.......................................................................................................8 C. Recommendations...........................................................................................................................8 C.1. Design and Construction Discussion...................................................................................8 C.1.a. Building Subgrade Preparation..............................................................................8 C.1.b. Reuse of On -Site Soils.............................................................................................8 C.2. Site Grading and Subgrade Preparation..............................................................................9 C.2.a. Building Subgrade Excavations...............................................................................9 C.2.b. Excavation Oversizing...........................................................................................10 C.2.c. Excavated Slopes..................................................................................................11 C.2.d. Excavation Dewatering.........................................................................................12 C.2.e. Engineered Fill Materials and Compaction..........................................................12 C.2.f. Special Inspections of Soils...................................................................................13 C.3. Spread Footings.................................................................................................................14 C.4. Below -Grade Walls............................................................................................................14 C.4.a. Drainage Control..................................................................................................15 C.4.b. Configuring and Resisting Lateral Loads...............................................................16 C.S. Interior Slabs.....................................................................................................................16 C.5.a. Subgrade Preparation for Heated Structures.......................................................16 C. 5. b. Subgrade Preparation for Unheated Structures..................................................17 C.5.c. Subgrade Modulus...............................................................................................17 C.5.d. Aggregate Base.....................................................................................................18 C.5.e. Moisture Vapor Protection..................................................................................18 C.6. Frost Protection.................................................................................................................18 C.6.a. General.................................................................................................................18 C.6.b. Frost Heave Mitigation.........................................................................................19 C.7. Pavements.........................................................................................................................21 C.7.a. Pavement Subgrade Preparation.........................................................................21 C.7.b. Pavement Subgrade Proofroll..............................................................................21 C.7.c. Design Sections....................................................................................................22 C.7.d. Concrete Pavements............................................................................................22 C.7.e. Bituminous Pavement Materials..........................................................................22 C.7.f. Subgrade Drainage...............................................................................................22 C.7.g. Performance and Maintenance...........................................................................23 C.B. Utilities..............................................................................................................................23 RQ A11M Table of Contents (continued) Description Page Appendix Soil Boring Location Sketches Log of Boring Sheets ST -1 through ST -20 Log of CPT Soundings C-1 through C-22 Descriptive Terminology of Soil Descriptive Terminology Cone Penetration Test Sieve Analysis of Soil (2) RQ Ali1M I IV 1 EIS 1 EL. C.B.a. Subgrade Stabilization..........................................................................................23 C. 8. b. Utility Backfill........................................................................................................24 C.8.c. Corrosion Potential..............................................................................................24 C.9. Stormwater........................................................................................................................24 C.9.a. Estimated Infiltration Rates..................................................................................24 C.9.b. Retention Pond Construction...............................................................................25 C.10. Equipment Support...........................................................................................................25 D. Procedures......................................................................................................................................25 D.1. Penetration Test Borings...................................................................................................25 D.2. Cone Penetration Test Soundings.....................................................................................26 D.3. Exploration Logs................................................................................................................26 D.3.a. Log of Boring Sheets.............................................................................................26 D.3.b. Cone Penetration Test Sounding Logs..................................................................26 D.3.c. Geologic Origins...................................................................................................27 D.4. Material Classification and Testing...................................................................................27 D.4.a. Visual and Manual Classification..........................................................................27 D.4.b. Laboratory Testing...............................................................................................27 D. 5. Groundwater Measurements............................................................................................27 E. Qualifications ..................................................................................................................................27 E.1. Variations in Subsurface Conditions..................................................................................27 E.1.a. Material Strata.....................................................................................................27 E.1.b. Groundwater Levels.............................................................................................28 E.2. Continuity of Professional Responsibility..........................................................................28 E.2.a. Plan Review..........................................................................................................28 E.2.b. Construction Observations and Testing...............................................................28 E.3. Use of Report.....................................................................................................................28 E.4. Standard of Care................................................................................................................29 Appendix Soil Boring Location Sketches Log of Boring Sheets ST -1 through ST -20 Log of CPT Soundings C-1 through C-22 Descriptive Terminology of Soil Descriptive Terminology Cone Penetration Test Sieve Analysis of Soil (2) RQ Ali1M I IV 1 EIS 1 EL. A. Introduction A.1. Project Description This Geotechnical Evaluation Report addresses the design and construction of the proposed new Monticello Public Works Facility that will be located southwest of the intersection of School Boulevard and Redford Lane in Monticello, Minnesota. The proposed site plan generally includes an approximately 120,000 -square -foot facility to include an administrative office space, temperature -controlled storage, maintenance bays, and workshops. There will also be an approximately 20,000 -square -foot unheated storage space in the southeast part of the site, which may be a future construction, but is currently thought to be a pre-engineered metal building with a slab that is not connected to the structure. A salt and brine storage building with a bituminous slab is anticipated south of the main facility. Other site features include a fuel island with below -grade tanks, at -grade parking/driving lanes, and associated below -grade utilities. Stormwater features are not fully designed, but are currently anticipated to consist of ponds on the east and west ends of the site that could potentially allow for infiltration and will also have some detention and filtration functions. Tables 1 and 2 below outline our current understanding of the proposed structures on site. Table 1. Facility Description Aspect Description Below grade levels (provided) None, but office wing walks out below the maintenance wing. Above grade levels (provided) Two at Office Wing One at Maintenance Wing Lowest finished floor elevation (provided) 954 feet — Office Wing 968 feet — Maintenance Wing Maximum column loads (provided) 256 kips Maximum wall loads (provided) 8.8 kips per linear foot Maximum floor loads (assumed) 500 pounds per square foot Assumed to include cast -in-place concrete footings Nature of construction and grade supported concrete slab with precast concrete walls and a roof supported on steel framed construction and load bearing precast walls. Cuts or fills for buildings (assumed) Assumed to be within 5 feet of existing grade. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 2 Table 2. Site Aspects and Grading Description Aspect Description Pavement type Bituminous with some concrete flatwork. Assumed pavement loads Light -Duty: 50,000 ESALs* (Passenger Car Traffic) Heavy -Duty: 250,000 ESALs* (Truck Traffic) Grade changes Assumed to be within 5 feet of existing grade. *Equivalent 18,000 -Ib single axle loads based on 20 -year design. The figure below show an illustration of the proposed site layouts. Figure 1. Site Layout — Plan B - f f ri4>7 • • w i - - eYm u- w- �a I s.... -,4. t. : fide >wi•rr. •.c <..4w ;� � .�iR �.xx L'1�Ne't.` sr:en�[t xrt�x.un. x.. N@]'14�1•W 1fE423' .• "hft'�wi��f•q. u. o -r 1tiC V=`, .r.r..a .. "V•�• Figure provided by Oertel Architects, LTD (undated). The red polygon on the above diagram outlines the approximate extents of the office wing of the project. The blue polygon on the above diagram outlines the approximate extents of the maintenance wing of the project. O n A 0 ■ I•I I I N I L_N I Ll. City of Monticello Project 62304496 October 12, 2023 Page 3 A.2. Site Conditions and History Currently, the site contains an agricultural field at the center of the project site with currently undeveloped wooded areas both to the east and the west of the agricultural field. It appears the agricultural field area of the site has been used for agricultural purposes back to at least 2001 with some grading work taking place in the wooded areas. The existing site is generally flat in the agricultural area of the site and slopes downward outside of the agricultural field. The surface elevations obtained near the completed boring locations ranged from approximately 947 to 971 feet. Photograph 1 below shows a general outline of the existing site topography. Photograph 1. Aerial Photograph of the Site with Topography Lines Figure provided by MnTOPO LiDAR maps. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 4 A.3. Purpose The purpose of our geotechnical evaluation was to characterize subsurface geologic conditions at selected exploration locations, evaluate their impact on the project, and provide geotechnical recommendations for use in the design and construction of the proposed public works facility. A.4. Background Information and Reference Documents We reviewed the following information: ■ Preliminary Site Plan B, provided by Oertel Architects, LTD (undated). ■ Correspondence with Oertel Architects regarding structural loads and finished floor elevations. In addition to the provided sources, we have used several publicly available sources of information including topography maps obtained from the Minnesota Department of Natural Resources (MnTOPO website), Quaternary Geologic Map of Minnesota furnished by the US geological Survey (2019), and Google Earth aerial photographs. We have described our understanding of the proposed construction and site to the extent others reported it to us. Depending on the extent of available information, we may have made assumptions based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, the project team should notify us. New or changed information could require additional evaluation, analyses and/or recommendations. A.S. Scope of Services We performed our scope of services for the project in accordance with our Proposal for a Geotechnical Evaluation (QTB177156) dated May 3, 2023. The following list describes the geotechnical tasks completed in accordance with our authorized scope of services. ■ Reviewing the background information and reference documents previously cited. BRAUN INTERTEC City of Monticello Project 82304496 October 12, 2023 Page 5 ■ Staking and clearing the exploration location of underground utilities. Oertel Architects selected and we staked the exploration locations. We acquired the surface elevations and locations with GPS technology using the State of Minnesota's permanent GPS base station network. The Soil Boring Location Sketch included in the Appendix shows the approximate locations of the borings. ■ Performing 20 standard penetration test (SPT) borings, denoted as ST -1 through ST -20, to nominal depths ranging from 15 to 25 feet below grade across the site. ■ Performing 22 cone penetration test (CPT) soundings, denoted as C1 through C-22, to nominal depths of 15 to 25 feet below grade across the site. ■ Performing laboratory testing on select samples to aid in soil classification and engineering analysis. ■ Preparing this report containing a boring location sketch, logs of soil borings, a summary of the soils encountered, results of laboratory tests, and recommendations for structure and pavement subgrade preparation and recommendations for use in the design of foundations, floor slabs, below grade walls and tanks, utilities, stormwater improvements, and pavements. Our scope of services did not include environmental services or testing and our geotechnical personnel performing this evaluation are not trained to provide environmental services or testing. We can provide environmental services or testing at your request. B. Results 13.1. Geologic Overview We based the geologic origins used in this report on the soil types, in-situ and laboratory testing, and available common knowledge of the geological history of the site. Because of the complex depositional history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the geologic history for the site. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 6 The referenced geologic map indicates the site is generally comprised of granular glacial outwash soils with likely glacial till soils encountered at depth. B.2. Boring Results Table 3 provides a summary of the SPT soil boring results in the general order we encountered the strata. Please refer to the Log of Boring sheets in the Appendix for additional details. The Descriptive Terminology sheet in the Appendix includes definitions of abbreviations used in Table 2. Table 3. Subsurface Profile Summary For simplicity in this report, we define existing fill to mean existing, uncontrolled, or undocumented fill. BRAUN INTERTEC Soil Type - ASTM Strata Classification N values Commentary and Details ■ Observed at the boring locations to thicknesses ranging from approximately 1/2 to 2 feet. Topsoil fill SM N/A a Soils encountered were generally silty sand. ■ Generally dark brown to black in color. ■ Moisture conditions were generally moist. • Observed at Borings ST -1 through ST -4, ST -6 through ST -9, ST -12, and ST -15 through ST -20 extending to depths ranging from approximately 4 1/2 to 10 feet below existing grade. ■ Moisture conditions were generally moist. ■ Variable amounts of gravel encountered Fill SP, SP -SM, SM, Sc 3 to 37 throughout the fill zone; may contain cobbles and boulders. ■ Zones of organic soils were encountered in ST -3, ST -6, ST -7, ST -15, and ST -18 at depths ranging from approximately 2 to 7 feet below existing grade. ■ Bituminous debris was observed at ST -6, ST -7, and ST -18 within the topsoil fill and fill zones. ■ Observed below surficial soils and fill soils extending to the termination depths of the soil borings. Glacial SP, SP -SM, SM, Relative densities of the granular soils were deposits SW -SM 8 to 43 generally loose to dense. ■ Variable amounts of gravel throughout the naturally deposited zone; may contain cobbles and boulders. ■ Moisture conditions were generally moist to wet. For simplicity in this report, we define existing fill to mean existing, uncontrolled, or undocumented fill. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 7 B.3. CPT Soundings Together with our SPT soil borings, we performed 22 CPT soundings across the project site. The Appendix includes CPT Sounding Logs that present the tip resistance, sleeve resistance, pore pressure and correlations based on the aforementioned data that indicates a soil behavior type (SBT). The SBT does not correlate to soil classification based on grain size distribution or plasticity, and the SBT is not a reliable indicator of existing fill material or extents. We performed CPT soundings to provide a relatively continuous profile of in-situ conditions that we use to estimate soil behavior properties for our engineering analyses. Refer to the attached Descriptive Terminology Cone Penetration Test in the Appendix for more information. The results of the soundings indicate a soil profile consistent with findings in adjacent soil borings. We inferred strata boundaries and the SBT from changes in tip resistance, sleeve friction and pore pressure, and while cone measurements are relatively continuous with depth, the boundaries are still only approximate, likely vary away from the sounding locations and may occur as gradual rather than abrupt transitions. B.4. Groundwater Three of the completed 20 SPT soil borings observed groundwater at depths ranging from approximately 12 to 20 feet below existing grade (approximate elevations ranging from 934 1/2 to 937 feet). If the project team identifies a need for more accurate determination of groundwater depth, we can install piezometers and perform a long-term groundwater monitoring program. Project planning should anticipate seasonal and annual fluctuations of groundwater. Table 4 summarizes the depths where we observed groundwater; the attached Log of Boring sheets in the Appendix also include this information and additional details. Table 4. Groundwater Summary Location Surface Elevation Measured Depth to Groundwater (ft) Corresponding Groundwater Elevation (ft) ST -3 954.2 20 9341/2 ST -15 947.6 121/2 935 ST -18 949.4 121/2 937 BRAUN INTERTEC City of Monticello Project 82304496 October 12, 2023 Page 8 B.S. Laboratory Test Results The boring logs show the results of laboratory testing we performed next to the tested sample depth. The moisture content test performed on select soil samples indicated moisture contents ranging from 3 to 24 percent moisture by weight. Sieve analysis tests performed on select samples indicated from 7 to 12 percent particles, by weight, passing the #200 sieve. Organic content tests performed on select fill soil samples indicated organic contents ranging from 2 to 8 percent organic material by weight. C. Recommendations C.1. Design and Construction Discussion C.1.a. Building Subgrade Preparation Based on the results of the completed geotechnical exploration, the proposed structure can be supported on a typical spread footing foundation system bearing on the existing naturally deposited soils or properly compacted and moisture conditioned engineered fill soils following soil corrections to remove the existing fill soils. We anticipate that a majority of the structure will be cut to grade with minor areas where soil corrections below the structure will be needed to remove and engineer the fill. C.1.b. Reuse of On -Site Soils Based on the completed laboratory testing program, the existing non-organic fill soils are suitable for reuse as engineered fill below pavements and in greenspace. It should be noted that the existing non- organic fill soils are also considered suitable for reuse as engineered fill within the building pad provided they meet the gradation recommendations as outlined in Section C.2.e. We recommend that additional gradations are performed on this material prior to reuse to confirm its conformance to the recommendations outlined in Section C.2.e. Note that moisture conditioning (primarily the addition of water) should be anticipated in order to get on-site soils to achieve the compaction requirements for the site. Areas of organic soils and limited areas of debris were encountered on site, predominantly in the lower elevations to the north and west. These materials are not suitable for reuse below buildings and pavements and will limit the reusable volume of material on site. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 9 As noted on the Log of Boring sheets, many borings encountered layers that caused the drillers auger to "chatter" while drilling. At similar depths we sometimes were not able to extract a sample into the split spoon sampler. These occurrences can sometimes be attributed to pockets of gravel, cobbles, or boulders that cannot be readily sampled with standard split spoon sampling equipment. While these conditions did not impact our drilling productivity (which can be a sign that excavator productivity can be impacted), the contractor should be prepared to encounter pockets of such material which can impact reusability on site. Any materials to be used as engineered fill should be tested and approved by the engineer prior to placement. Moisture conditioning of the excavated silty sand soils should be expected prior to their reuse. C.2. Site Grading and Subgrade Preparation C.2.a. Building Subgrade Excavations We recommend removing topsoil, existing fill soils, vegetation, organic soils, and man-made structures (drain tile, irrigation lines, etc.) from below the proposed structure and its oversize areas due to the risk of excessive settlement should these soils be relied upon for support of the structure. Based on the borings, we anticipate some soil corrections will be needed below the proposed footing elevations. We recommend having a geotechnical engineer, or an engineering technician working under the direction of a geotechnical engineer (geotechnical representative), evaluate the suitability of exposed subgrade soils to support the proposed structure. Table 5 shows the anticipated soil correction depths and bottom elevations for each of the completed SPT soil borings near the building area. As an alternative, the owner and project team could consider leaving existing fill soils in place below the floor slabs only. This would still leave some risk of soil settlement below the slab, but it could be considered since slabs have lighter loads than footings. If the owner is willing to accept the risk of settlement and this approach is taken, we recommend the slab subgrade be proofrolled as described in Section C.7.b. BRAUN INTERTEC City of Monticello Project 82304496 October 12, 2023 Page 10 Table S. Building Excavation Depths Excavation depths will vary between the borings. Portions of the excavations may also extend deeper than indicated by the soil borings. A geotechnical representative should observe the excavations to make the necessary field judgments regarding the suitability of the exposed soils. Prior to the placement of engineered fill or footings, we recommend surface compacting the exposed granular soils in the bottoms of the excavations. This will help density any zones of loose sand and help provide a more uniform subgrade for structural support. Areas that yield or pump during surface compaction may require additional subcutting. C.2.b. Excavation Oversizing When removing unsuitable materials below structures or pavements, we recommend the excavation extend outward and downward at a slope of 1H:1V (horizontal:vertical) or flatter. See Figure 2 for an illustration of excavation oversizing. BRAUN INTERTEC Anticipated Depth Below Provided Approximate Anticipated Anticipated Finished Floor Surface Elevation Excavation Depth Bottom Elevation Elevations Location (feet) (feet) (feet) (feet) 11/2 ST -4 957.0 41/2 9521/2 (FFE = 954 feet) ST -9 960.4 41/2 956 Cut To Grade (FFE = 9S4 feet) ST -10 969.6 1 9681/2 Cut To Grade (FFE = 968 feet) ST -17 970.6 41/2 966 2 (FFE = 968 feet) 41/2 ST -20 968.2 41/2 9631/2 (FFE = 968 feet) Excavation depths will vary between the borings. Portions of the excavations may also extend deeper than indicated by the soil borings. A geotechnical representative should observe the excavations to make the necessary field judgments regarding the suitability of the exposed soils. Prior to the placement of engineered fill or footings, we recommend surface compacting the exposed granular soils in the bottoms of the excavations. This will help density any zones of loose sand and help provide a more uniform subgrade for structural support. Areas that yield or pump during surface compaction may require additional subcutting. C.2.b. Excavation Oversizing When removing unsuitable materials below structures or pavements, we recommend the excavation extend outward and downward at a slope of 1H:1V (horizontal:vertical) or flatter. See Figure 2 for an illustration of excavation oversizing. BRAUN INTERTEC Figure 2. Generalized Illustration of Oversizing FM1 PPSI GAOLIOet."[s XCAVATIGWOVERSRING--g APGRT,412712U159�4242W City of Monticello Project B2304496 October 12, 2023 Page 11 1. Engineered fill as defined in C.2.e. 2. Excavation oversizing minimum of 1 to 1 (horizontal to vertical) slope or flatter 3. Engineered fill as required to meet pavement support or landscaping requirements as defined in C.2.e. 4. Backslope to OSHA requirements EXCAVATION O \ \O BACKSLOPE 4 —1 I1 \ EXISTING \ SOILS \ � 1 I -I ' SUITABLE EXCAVATION BOTTOM I' AS DETERMINED IN THE FIELD -1 EXCAVATION OVERSIZING SKETCH NOT TO SCALE C.2.c. Excavated Slopes Based on the borings, we anticipate on-site soils in excavations will generally consist of granular soils. These soils are typically considered Type C Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type C soils should have a gradient no steeper than 1 1/2H:1V. Slopes constructed in this manner may still exhibit surface sloughing. OSHA requires an engineer to evaluate slopes or excavations over 20 feet in depth. An OSHA -approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, "Excavations and Trenches." This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. RRILUN INILK ItC. City of Monticello Project B2304496 October 12, 2023 Page 12 CIA Excavation Dewatering Given the apparent groundwater levels observed during our geotechnical exploration of the site, we do not anticipate that groundwater will be encountered during project excavations. If perched water or accumulated runoff water is encountered, we recommend it is removed from the excavations to facilitate proper backfilling and concrete placement. Should dewatering of more than 1 to 2 feet be needed, well point style of dewatering systems are generally more suitable for granular soils but must take into account and mitigate the potential for lowering the groundwater table below adjacent structures, streets, utilities, etc. C.2.e. Engineered Fill Materials and Compaction Table 6 below contains our recommendations for engineered fill materials. Table 6. Engineered Fill Materials* *More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in periods of wet or freezing weather. We recommend spreading engineered fill in loose lifts of approximately 12 inches thick. We recommend compacting engineered fill in accordance with the criteria presented below in Table 7. The project documents should specify relative compaction of engineered fill, based on the structure located above the engineered fill, and vertical proximity to that structure. BRAUN INTERTEC Possible Soil Engineered Fill Type Additional Locations To Be Used Classification Descriptions Gradation Requirements ■ Below foundations ■ Below interior 100% passing 2 -inch sieve < 2% Organic slabs of heated Structural fill SP, SP -SM, SM < 20% passing #200 sieve Content (OC) structures ■ Drainage layer ■ Non -frost- ■ Free -draining ° 100% passing 1 -inch sieve susceptible Non-frost- ■ Below floor slabs susceptible fill SP < 50% passing #40 sieve ° < 2/° OC of unheated ■ Clean Sand < 5% passing #200 sieve structures Behind below -grade 100% passing 2 -inch sieve walls, beyond Retained fill SP, SP -SM < 2% OC ° < 12/ passing #200 sieve drainage layer 100% passing 3 -inch sieve, Pavements Pavement fill SPSP -SM, SM < 2% OC < 35% passing #200 sieve *More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in periods of wet or freezing weather. We recommend spreading engineered fill in loose lifts of approximately 12 inches thick. We recommend compacting engineered fill in accordance with the criteria presented below in Table 7. The project documents should specify relative compaction of engineered fill, based on the structure located above the engineered fill, and vertical proximity to that structure. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 13 Table 7. Compaction Recommendations Summary *Increase compaction requirement to meet compaction required for structure supported by this engineered fill. The project documents should not allow the contractor to use frozen material as engineered fill or to place engineered fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing density tests in engineered fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. C.2.f. Special Inspections of Soils We recommend including the site grading and placement of engineered fill within the building pad under the requirements of Special Inspections, as provided in Chapter 17 of the International Building Code, which is part of the Minnesota State Building Code. Special Inspection requires observation of soil conditions below engineered fill or footings, evaluations to determine if excavations extend to the anticipated soils, and if engineered fill materials meet requirements for type of engineered fill and compaction condition of engineered fill. A licensed geotechnical engineer should direct the Special Inspections of site grading and engineered fill placement. The purpose of these Special Inspections is to evaluate whether the work is in accordance with the approved Geotechnical Report for the project. Special Inspections should include evaluation of the subgrade, observing preparation of the subgrade (surface compaction or dewatering, excavation oversizing, placement procedures and materials used for engineered fill, etc.) and compaction testing of the engineered fill. BRAUN INTERTEC Relative Compaction, Moisture Content Variance from Optimum, percentage points percent Sand Soils Silty Sand Soils (ASTM D698 — Reference Standard Proctor) (SP, SP -SM) (SM) Below foundations and 100 ±3 -1 to +3 oversizing zones Below floor slab of heated structures 98 ±3 -1 to +3 Below floor slab of 98 ±3 N/A unheated structures Within 3 feet of pavement subgrade 100 ±3 -2 to +1 More than 3 feet below pavement subgrade 95 +3 +3 Adjacent to below -grade 98* ±3 N/A wall *Increase compaction requirement to meet compaction required for structure supported by this engineered fill. The project documents should not allow the contractor to use frozen material as engineered fill or to place engineered fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing density tests in engineered fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. C.2.f. Special Inspections of Soils We recommend including the site grading and placement of engineered fill within the building pad under the requirements of Special Inspections, as provided in Chapter 17 of the International Building Code, which is part of the Minnesota State Building Code. Special Inspection requires observation of soil conditions below engineered fill or footings, evaluations to determine if excavations extend to the anticipated soils, and if engineered fill materials meet requirements for type of engineered fill and compaction condition of engineered fill. A licensed geotechnical engineer should direct the Special Inspections of site grading and engineered fill placement. The purpose of these Special Inspections is to evaluate whether the work is in accordance with the approved Geotechnical Report for the project. Special Inspections should include evaluation of the subgrade, observing preparation of the subgrade (surface compaction or dewatering, excavation oversizing, placement procedures and materials used for engineered fill, etc.) and compaction testing of the engineered fill. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 14 C.3. Spread Footings Based on the results of the soil borings and soundings, the proposed structure can be supported on a typical spread footing foundation system bearing on either competent naturally deposited granular soils or properly compacted and moisture conditioned engineered fill soils following soil corrections. Table 8 below contains our recommended parameters for foundation design. Table 8. Recommended Spread Footing Design Parameters Item Description Maximum net allowable bearing pressure (psf) 5,000 Minimum factor of safety for bearing capacity failure 3.0 Minimum width (inches) 24—Strip Footings 36—Column Pads Minimum embedment below final exterior grade for heated 42 structures (inches) Minimum embedment below final exterior grade for unheated structures or for footings not protected from 60 freezing temperatures during construction (inches) Total estimated settlement (inches) Approximately 1 inch Differential settlement Typically about 2/3 of total settlement* *Actual differential settlement amounts will depend on final loads and foundation layout. We can evaluate differential settlement based on final foundation plans and loadings. CA Below -Grade Walls We assume that part of the project will include installation of below -grade tanks for fuel storage and below -grade maintenance pit walls inside of the structure. In addition, there will be a basement wall between the office wing and maintenance wing of the structure in order to accommodate the change in grade between these two areas. This section will provide recommendations for construction of these items. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 15 CA.a. Drainage Control We recommend installing drain tile to remove water behind the below -grade walls (except for the tanks), at the location shown in Figure 3. The below -grade wall drainage system should also incorporate free - draining, engineered fill or a drainage board placed against the wall and connected to the drain tile. Even with the use of free -draining, engineered fill, we recommend general waterproofing of below -grade walls that surround occupied or potentially occupied areas because of the potential cost impacts related to seepage after construction is complete. Figure 3. Generalized Illustration of Wall Engineered Fill SLOPED AWAY FROM THE BUILDING TO MAINTAIN LONG TERM DRAINAGE o � 1 EXISTING SOIL 1. 2 -foot wide area of Free - Draining Engineered Fill or Drainage Board 2. Retained Engineered Fill 3. 1 foot of Low -Permeability —� Soil or Pavement -fll-lig -iii= —I DRAINTILE WALL BACKFILL SKETCH NOT TO SCALE The materials listed in the sketch should meet the definitions in Section C.2.e. Low -permeability material is capable of directing water away from the wall, like clay, topsoil or pavement. The project documents should indicate if the contractor should brace the walls prior to filling and allowable unbalanced fill heights. QOAIIIIIIIIIIIJI! IIN I LIC I CL. City of Monticello Project B2304496 October 12, 2023 Page 16 C.4.b. Configuring and Resisting Lateral Loads Below -grade wall design can use active earth pressure conditions if the walls can rotate slightly. If the wall design cannot tolerate rotation, then design should use at -rest earth pressure conditions. Rotation up to 0.002 times the wall height is generally required for walls supporting sand. Table 9 presents our recommended lateral coefficients for wall design of active, at -rest, and passive earth pressure conditions. The table also provides recommended wet unit weights and internal friction angles. Designs should also consider the slope of any engineered fill and dead or live loads placed behind the walls within a horizontal distance that is equal to the height of the walls. Our recommended values assume the wall design provides drainage so water cannot accumulate behind the walls. The construction documents should clearly identify what soils the contractor should use for engineered fill of walls. Table 9. Recommended Below -Grade Wall Design Parameters — Drained Conditions *Based on Rankine model for soils in a region behind the wall extending at least 2 horizontal feet beyond the bottom outer edges of the wall footings and then rising up and away from the wall at an angle no steeper than 60 degrees from horizontal. Sliding resistance between the bottom of the footing and the soil can also resist lateral pressures. We recommend assuming a sliding coefficient equal to 0.45 between the concrete and soil. The values presented in this section are un -factored. C.S. Interior Slabs C.S.a. Subgrade Preparation for Heated Structures As described in Section C.2., we recommend that the existing fill soils be removed from below the proposed slab and replaced with properly compacted and moisture conditioned engineered fill soils. The project team could also consider only removing the organic fill soils and surface compacting the existing BRAUN INTERTEC Wet Unit Weight Friction Angle Active Lateral At -Rest Lateral Passive Lateral Retained Soil (pcf) (degrees) Coefficient Coefficient Coefficient Retained fill for building 115 32 0.31 0.47 3.25 (SP, SP -SM) Retained fill for tanks 120 28 0.36 0.53 2.77 (SM) *Based on Rankine model for soils in a region behind the wall extending at least 2 horizontal feet beyond the bottom outer edges of the wall footings and then rising up and away from the wall at an angle no steeper than 60 degrees from horizontal. Sliding resistance between the bottom of the footing and the soil can also resist lateral pressures. We recommend assuming a sliding coefficient equal to 0.45 between the concrete and soil. The values presented in this section are un -factored. C.S. Interior Slabs C.S.a. Subgrade Preparation for Heated Structures As described in Section C.2., we recommend that the existing fill soils be removed from below the proposed slab and replaced with properly compacted and moisture conditioned engineered fill soils. The project team could also consider only removing the organic fill soils and surface compacting the existing BRAUN INTERTEC City of Monticello Project 62304496 October 12, 2023 Page 17 fill soils that remain and leaving them in place below the slab only; however, this option does have some risk for poor slab performance which will need to be accepted by the ownership team. The risk can be lessened by proofrolling the slab subgrade, but it cannot be eliminated. C.S.b. Subgrade Preparation for Unheated Structures We understand that there is a future outbuilding planned on the southeast corner of the site that may not be climate controlled. This structure will consist of a pre-engineered metal structure with a floating cast in place concrete slab that can move independently from the structure. Should plans change and frost action need to be addressed in this structure, we recommend that existing fill soils and frost - susceptible soils are removed from below the floor slab of unheated structures to bottom of footing elevation and replaced with non -frost susceptible granular engineered fill soils as outlined in Section C.2.e. This will help limit potential frost heave of the floor slab during the winter months and help with better slab performance. As an alternate and in lieu of a soil replacement, the project team can consider the installation of 4 inches of extruded polystyrene Styrofoam insultation below the slab to help limit the effects of frost. C.S.c. Subgrade Modulus To design grade -supported slabs, structural design methods typically incorporate a subgrade modulus value, or spring constant. In general, the subgrade reaction modulus is typically denoted as "k," and has units of pounds per square inch per inch of deflection (psi/in, or pci). The appropriate k -value for a particular loading situation depends on a number of soil and structural parameters, such as, but not limited to, soil type, soil uniformity, soil consistency, soil strength, structural loads, duration of structural loads, and the breadth of the area over which structural loads are acting. The "point load" modulus, or also referred to as the short-term modulus, typically denoted as kp, is applied to short -duration load situations, or transient loads, such as wheel loads from transport trucks. Under this loading scenario, kp values are commonly applied to the upper 2 to 3 feet of a slab subgrade. In general, the kp value is also applicable to slabs subjected relatively light uniform slab loads, typically no more than about 500 pounds per square foot as assumed for this project. Some structures include internal loads such as heavy racking loads, equipment, and tanks. Many of these types of structures also have lower than typical tolerances for settlements (both total and differential settlements). Given that the loads from these are applied over a wide surface area, it follows that the loads also impact soils to relatively deep depths (much deeper than 2 to 3 feet as indicated above). For heavily loaded slabs, uniform slab loads act over a much larger relative surface area and, moreover, the loads are essentially non -transient (although they may fluctuate) and are considered to be long-term loads. The stress from long-term racking loads, equipment, or tanks induces consolidation of underlying BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 18 subgrade soils to depths well beyond the relatively shallow short-term "point" loads associated with the kp-value. Thus, a discrete long-term, or "wide area," modulus value, often denoted as kW (also having units of psi/in, or pci) should be applied to these situations. Based on the soils encountered by the soil borings, and from our experiences in similar developments, it is our opinion k,„ values will typically range from about 60 to 70 percent of the kp values for the granular soils generally encountered on this site (which will govern kW design). For design procedures, in our opinion a kp value of 150 pci and a kW value of 100 pci (for the predominantly granular soils encountered on this site, where the aggregate base layer is neglected for this analysis) are likely appropriate and assuming the maximum floor loading is as outlined in Section A.1. C.S.d. Aggregate Base We recommend placing a minimum layer of 6 inches of crushed aggregate base below the interior slabs. Considering that the crushed aggregate base placed on the building pad will likely be done shortly after completing grading and the aggregate will be subjected to significant construction traffic to build the building, it should be anticipated that significant portions of the aggregate base will become contaminated with fines. As such, we recommend delaying placement of the upper 2 to 3 inches of the aggregate base until just prior to placement of the slabs. We recommend that the aggregate base materials be free of bituminous. In addition to improving the modulus of subgrade reaction, an aggregate base facilitates construction activities and is less weather sensitive. C.S.e. Moisture Vapor Protection Excess transmission of water vapor could cause floor dampness, certain types of floor bonding agents to separate, or mold to form under floor coverings. If project planning includes using floor coverings or coatings, we recommend placing a vapor retarder or vapor barrier immediately beneath the slab. We also recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. C.6. Frost Protection C.6.a. General We anticipate that silty sand soils may underlie exterior slabs (i.e., building entrances or sidewalks). We consider these to be moderately to highly frost susceptible. Soils of this type can retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils become saturated, due to surface runoff or infiltration, or are excessively wet in situ. Once frozen, unfavorable amounts of BRAUN INTERTEC City of Monticello Project 62304496 October 12, 2023 Page 19 general and isolated heaving of the soils and the surface structures supported on them could develop. This type of heaving could affect design drainage patterns and the performance of exterior slabs and pavements, as well as any isolated exterior footings and piers. Note that general runoff and infiltration from precipitation are not the only sources of water that can saturate subgrade soils and contribute to frost heave. Roof drainage and irrigation of landscaped areas in close proximity to exterior slabs, pavements, and isolated footings and piers, contribute as well. C.6.b. Frost Heave Mitigation To address most of the heave related issues, we recommend setting general site grades and grades for exterior surface features to direct surface drainage away from buildings, across large paved areas and away from walkways. Such grading will limit the potential for saturation of the subgrade and subsequent heaving. General grades should also have enough "slope" to tolerate potential larger areas of heave, which may not fully settle after thawing. Even small amounts of frost -related differential movement at walkway joints or cracks can create tripping hazards. Project planning can explore several subgrade improvement options to address this condition. One of the more conservative subgrade improvement options to mitigate potential heave is removing any frost -susceptible soils present below the exterior slab areas down to a minimum depth of 4 feet below subgrade elevations or to the bottom of adjacent footing elevations. We recommend filling the resulting excavation with non -frost -susceptible fill. We also recommend sloping the bottom of the excavation toward one or more collection points to remove any water entering the engineered fill. This approach will not be effective in controlling frost heave without removing the water. Given this site has free -draining materials below the surficial silty sands, one method to remove the water could be to create natural drains by periodically excavating down to the free -draining sands and filling the resulting excavation with non -frost -susceptible fill. An important geometric aspect of the excavation and replacement approach described above is sloping the banks of the excavations to create a more gradual transition between the unexcavated soils considered frost susceptible and the engineered fill in the excavated area, which is not frost susceptible. The slope allows attenuation of differential movement that may occur along the excavation boundary. We recommend slopes that are 3H:1V, or flatter, along transitions between frost -susceptible and non - frost -susceptible soils. Figure 4 shows an illustration summarizing some of the recommendations. BRAUN INTERTEC City of Monticello Project 62304496 October 12, 2023 Page 20 Figure 4. Frost Protection Geometry Illustration (Two Alternatives) EXTEAJMEN7PANCE AGGREGATE SLJIb r SDE"m BASE PAYEMEur ti ErrTIWiCE yrpgP; SEE hr"' "6", Acrc.rrraTr $�7Ey4'.4i rc IS+tSr PA1'Ek+rr' } r - ' !i B+tFtDiv�w1�L ,T X iyNN FROST PT10q wi31. BUILDIC WALL dN2•.�^ kl; _ ei y M6NFR06T Fes:.-'!}�p�LE" t �Puw B LDM FOOTIMG #¢r�z�^iEEEREP6K1'F��'' -Y WVA 1PT BlE 4+ .{ SAIL GENT[Y SCOF€ SURFACE QRfJNAGE RIPE OEE RE"D I9E9 REPOIU) TCW RD DR4NNAGE PIF£ M WWW 1 rr. Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost -depth footings or localized excavations with sloped transitions between frost -susceptible and non -frost - susceptible soils, as described above. Over the life of slabs, cracks will develop and joints will open up, which will expose the subgrade and allow water to enter from the surface and either saturate or perch atop the subgrade soils. This water intrusion increases the potential for frost heave or moisture -related distress near the crack or joint. Therefore, we recommend implementing a detailed maintenance program to seal and/or fill any cracks BRAUN INTERTEC: ErrTIWiCE yrpgP; SEE hr"' "6", Acrc.rrraTr $�7Ey4'.4i rc IS+tSr PA1'Ek+rr' v r - ' BUILDIC WALL dN2•.�^ kl; _ ei y M6NFR06T Fes:.-'!}�p�LE" t �Puw B LDM FOOTIMG #¢r�z�^iEEEREP6K1'F��'' 4+ }ilf FRQST Sh98CEPTNU Sou 6M+uwrGE PIPE I9E9 REPOIU) Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost -depth footings or localized excavations with sloped transitions between frost -susceptible and non -frost - susceptible soils, as described above. Over the life of slabs, cracks will develop and joints will open up, which will expose the subgrade and allow water to enter from the surface and either saturate or perch atop the subgrade soils. This water intrusion increases the potential for frost heave or moisture -related distress near the crack or joint. Therefore, we recommend implementing a detailed maintenance program to seal and/or fill any cracks BRAUN INTERTEC: City of Monticello Project B2304496 October 12, 2023 Page 21 and joints. The maintenance program should give special attention to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. C.7. Pavements C.7.a. Pavement Subgrade Preparation We recommend the following steps for pavement subgrade preparation, understanding the site will have a grade change of 5 feet or less. Note that project planning may need to require additional subcuts to limit frost heave. 1. Strip unsuitable soils consisting of topsoil, vegetation, organic soils, and existing structures (where encountered) from within the proposed pavement subgrade to depth of 3 feet below the bottom of the pavement section. 2. Have a geotechnical representative observe the excavated subgrade to evaluate if additional subgrade improvements are necessary. Based on the results of the borings, the contractor should anticipate that minor soil correction excavations of the existing fill soils may be needed to provide a stable subgrade. 3. Slope subgrade soils to allow the removal of accumulating water. 4. Scarify, moisture condition, and surface compact the subgrade. 5. Place pavement engineered fill to grade and compact in accordance with Section C.2.e. to bottom of pavement and exterior slab section. See Section C.6 for additional considerations related to frost heave. 6. Proofroll the pavement subgrade as described in Section C.7.b. C.7.b. Pavement Subgrade Proof roll After preparing the subgrade as described above and prior to the placement of the aggregate base, we recommend proofrolling the subgrade soils with a fully loaded tandem -axle truck. Note that in areas of sand with very low fines content, a portion of the aggregate base layer may be needed to facilitate the proofroll. We also recommend having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate soft or weak areas that will require additional soil correction work to support pavements. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 22 The contractor should correct areas that display excessive yielding or rutting during the proofroll, as determined by the geotechnical representative. Possible options for subgrade correction include moisture conditioning and recompaction, subcutting and replacement with soil or crushed aggregate, chemical stabilization and/or geotextiles. We recommend performing a second proofroll after the aggregate base material is in place, and prior to placing bituminous or concrete pavement. C.7.c. Design Sections Our scope of services for this project did not include laboratory tests on subgrade soils to determine an R -value for pavement design. Based on our experience with similar soils anticipated at the pavement subgrade elevation, we recommend pavement design assume an R -value of 30. Note the contractor may need to perform limited removal of unsuitable or less suitable soils to achieve this value. Table 10 provides minimum recommended pavement sections, based on the soils support and traffic loads. Table 10. Recommended Minimum Bituminous Pavement Sections Use Light Duty Heavy Duty Minimum asphalt thickness 3 1/2 41/2 (inches) Minimum aggregate base thickness 8 10 (inches) C.7.d. Concrete Pavements For concrete pavements used in areas with higher traffic volumes, higher static loading, and turning loads, we recommend a minimum 7 inches of concrete overlying 6 inches of aggregate base. We assumed the concrete pavement sections will have edge support. We recommend placing an aggregate base below the pavement to provide a suitable subgrade for concrete placement, reduce faulting and help dissipate loads. Appropriate mix designs, panel sizing, jointing, doweling, and edge reinforcement are critical to performance of rigid pavements. We recommend you contact your civil engineer to determine the final design or consult with us for guidance on these items. C.7.e. Bituminous Pavement Materials Appropriate mix designs are critical to the performance of flexible pavements. We can provide recommendations for pavement material selection during final pavement design. C.7.f. Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points, around catch basins, and behind curb in landscaped areas. We also recommend installing drainpipes along pavement BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 23 and exterior slab edges where exterior grades promote drainage toward those edge areas. The contractor should place drainpipes in small trenches, extended below the aggregate base material. C.7.g. Performance and Maintenance We based the above pavement designs on a 20 -year performance life for pavements. This is the amount of time before we anticipate the pavement will require reconstruction. This performance life assumes routine maintenance, such as seal coating and crack sealing. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. It is common to place the non -wear course of bituminous and then delay placement of wear course. For this situation, we recommend evaluating if the reduced pavement section will have sufficient structure to support construction traffic. Many conditions affect the overall performance of the exterior slabs and pavements. Some of these conditions include the environment, loading conditions and the level of ongoing maintenance. With regard to bituminous pavements in particular, it is common to have thermal cracking develop within the first few years of placement, and continue throughout the life of the pavement. We recommend developing a regular maintenance plan for filling cracks in exterior slabs and pavements to lessen the potential impacts for cold weather distress due to frost heave or warm weather distress due to wetting and softening of the subgrade. C.B. Utilities C.8.a. Subgrade Stabilization Earthwork activities associated with utility installations located inside the building area should adhere to the recommendations in Section C.2. For exterior utilities, we anticipate the soils at typical invert elevations will be suitable for utility support. Based on our understanding of the project, we anticipate that new utilities will have a maximum install depth of approximately 15 to 20 feet below existing grade. However, if construction encounters unfavorable conditions such as loose granular soils, organic soils, or perched water at invert grades, the unsuitable soils may require some additional subcutting and replacement with sand or crushed rock to prepare a proper subgrade for pipe support. Project design and construction should not place utilities within the 1HAV oversizing of foundations. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 24 C.B.b. Utility Backfill We recommend utility trench backfill adhere to the recommendations of Section C.2.e. depending on what overlies the trench. The contractor should anticipate that zones of less desirable existing fill may need to be separated as well as moisture conditioned prior to placement as utility trench backfill. C.8.c. Corrosion Potential A majority of the soil borings indicated the site predominantly consists of sandy soils. We consider these soils non- to slightly corrosive to metallic conduits. If utilities extend through clay soils, we recommend bedding the utilities in sandy soil free of any clay lumps or constructing the utilities with non -corrosive materials. C.9. Stormwater C.9.a. Estimated Infiltration Rates We performed Borings ST -12 and ST -16, as well as CPT sounding C-18 near the proposed stormwater management ponds on site. We estimated infiltration rates for some of the soils we generally encountered in our soil borings, as listed in Table 11, based on correlations to anticipated soil type as provided in the Minnesota Stormwater Manual. These infiltration rates represent the long-term infiltration capacity of a practice and not the capacity of the soils in their natural state. Field testing with a double -ring infiltrometer (ASTM D3385) is planned for the site and these recommendations may be adjusted based on the results of the testing. However, we recommend adjusting field test rates by the appropriate correction factor, as provided for in the Minnesota Stormwater Manual or as allowed by the local watershed. We recommend consulting the Minnesota Stormwater Manual for stormwater design. Table 11. Estimated Design Infiltration Rates Based on Soil Classification *From Minnesota Stormwater Manual. Rates may differ at individual sites. Fine-grained soils (silts and clays), topsoil or organic matter that mixes into or washes onto the soil will lower the permeability. The contractor should maintain and protect infiltration areas during construction. Furthermore, organic matter and silt washed into the system after construction can fill the BRAUN INTERTEC Infiltration Rate Soil Type (inches/hour) Sand 0.8 (SP, SP -SM) Silty Sand 0.45 (SM) *From Minnesota Stormwater Manual. Rates may differ at individual sites. Fine-grained soils (silts and clays), topsoil or organic matter that mixes into or washes onto the soil will lower the permeability. The contractor should maintain and protect infiltration areas during construction. Furthermore, organic matter and silt washed into the system after construction can fill the BRAUN INTERTEC City of Monticello Project 82304496 October 12, 2023 Page 25 soil pores and reduce permeability over time. Proper maintenance is important for long-term performance of infiltration systems. This geotechnical evaluation does not constitute a review of site suitability for stormwater infiltration or evaluate the potential impacts, if any, from infiltration of large amounts of stormwater. C.9.b. Retention Pond Construction We understand that the stormwater management design may include a retention pond in lieu of an infiltration pond. We recommend that pond side slopes will have a gradient of no steeper than 4HAV, to help reduce localized sloughing. If the proposed stormwater management system will need to hold water, a clay liner will be necessary. We recommend the clays for this purpose have a minimum plasticity index (PI) of 12 and contain at least 60 percent of particles, by weight, passing a size #200 sieve. These materials were not encountered during our geotechnical exploration and will need to be imported. The soils placed for the wet pond liner material should be placed at least 2 feet thick, at a moisture content 0 to 4 percent above the soils' optimum moisture content, and be compacted to a minimum of 95 percent of the soil's Standard Proctor maximum dry density. C.10. Equipment Support The recommendations included in the report may not be applicable to equipment used for the construction and maintenance of this project. We recommend evaluating subgrade conditions in areas of shoring, scaffolding, cranes, pumps, lifts and other construction equipment prior to mobilization to determine if the exposed materials are suitable for equipment support, or require some form of subgrade improvement. We also recommend project planning consider the effect that loads applied by such equipment may have on structures they bear on or surcharge — including pavements, buried utilities, below -grade walls, etc. We can assist you in this evaluation. D. Procedures D.1. Penetration Test Borings We drilled the penetration test borings with a truck -mounted core and auger drill equipped with hollow - stem auger. We performed the borings in general accordance with ASTM D6151 taking penetration test samples at 2 1/2- or 5 -foot intervals in general accordance to ASTM D1586. The boring logs show the actual sample intervals and corresponding depths. BRAUN INTERTEC City of Monticello Project B2304496 October 12, 2023 Page 26 We sealed penetration test boreholes in general accordance with MDH procedures. D.2. Cone Penetration Test Soundings We performed CPT soundings by advancing a 1.75 -inch diameter Vertek seismic piezocone with an unequal end area ratio of 0.8. We used a track -mounted, 15 -ton A.P. Vanden Berg Morooka Crawler to advance the cone into the ground. We performed the soundings in general accordance with ASTM D5778. While advancing the cone, we digitally recorded tip resistance (Qt), sleeve friction (Fs) and pore pressure (U2). D.3. Exploration Logs D.3.a. Log of Boring Sheets The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials, and present the results of penetration resistance and other in-situ tests performed. The logs also present the results of laboratory tests performed on penetration test samples and groundwater measurements. We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. D.3.b. Cone Penetration Test Sounding Logs The Appendix also includes CPT Sounding Logs. The CPT sounding logs report the tip resistance (Qt), sleeve friction (FS) and pore pressure (U2) measured by the cone during advancement, as well as, the soil behavior type (SBT) inferred from established relationships between tip resistance, sleeve friction and pore pressure. The SBT does not indicate a soil classification based on grain size distribution. Refer to the attached Descriptive Terminology Cone Penetration Test in the Appendix for more information. The CPT logs also report the friction ratio, which calculated by dividing the sleeve friction by the tip resistance. We inferred strata boundaries, like SBT, from changes in tip resistance, sleeve friction and pore pressure. While cone measurements are relatively continuous with depth, the boundaries are still only approximate, likely vary away from the sounding locations and may also occur as gradual rather than abrupt transitions. BRAUN INTERTEC City of Monticello Project 62304496 October 12, 2023 Page 27 D.3.c. Geologic Origins We assigned geologic origins to the materials shown on the logs and referenced within this report, based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance and other in-situ testing performed for the project, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. DA Material Classification and Testing D.4.a. Visual and Manual Classification We visually and manually classified the geologic materials encountered based on ASTM D2488. When we performed laboratory classification tests, we used the results to classify the geologic materials in accordance with ASTM D2487. The Appendix includes a chart explaining the classification system we used. D.4.b. Laboratory Testing The exploration logs in the Appendix note most of the results of the laboratory tests performed on geologic material samples. The remaining laboratory test results follow the exploration logs. We performed the tests in general accordance with ASTM procedures. D.S. Groundwater Measurements The drillers checked for groundwater while advancing the penetration test borings, and again after auger withdrawal. We then filled the boreholes as noted on the boring logs. E. Qualifications E.1. Variations in Subsurface Conditions E.1.a. Material Strata We developed our evaluation, analyses and recommendations from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth. Therefore, we must infer strata boundaries and thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning should expect the strata to vary in depth, elevation and thickness, away from the exploration locations. BRAUN INTERTEC City of Monticello Project 62304496 October 12, 2023 Page 28 Variations in subsurface conditions present between exploration locations may not be revealed until performing additional exploration work, or starting construction. If future activity for this project reveals any such variations, you should notify us so that we may reevaluate our recommendations. Such variations could increase construction costs, and we recommend including a contingency to accommodate them. EA.b. Groundwater Levels We made groundwater measurements under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. Note that the observation periods were relatively short, and project planning can expect groundwater levels to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. E.2. Continuity of Professional Responsibility E.2.a. Plan Review We based this report on a limited amount of information, and we made a number of assumptions to help us develop our recommendations. We should be retained to review the geotechnical aspects of the designs and specifications. This review will allow us to evaluate whether we anticipated the design correctly, if any design changes affect the validity of our recommendations, and if the design and specifications correctly interpret and implement our recommendations. E.2.b. Construction Observations and Testing We recommend retaining us to perform the required observations and testing during construction as part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions exposed during construction with those encountered by the borings and provide professional continuity from the design phase to the construction phase. If we do not perform observations and testing during construction, it becomes the responsibility of others to validate the assumption made during the preparation of this report and to accept the construction -related geotechnical engineer -of -record responsibilities. E.3. Use of Report This report is for the exclusive use of the addressed parties. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. BRAUN INTERTEC City of Monticello Project 82304496 October 12, 2023 Page 29 EA Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. BRAUN INTERTEC Appendix BRAUN INTERTEC ar DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING f DENOTES APPROXIMATE LOCATION OF CPT SOUNDING 4 150' 0 300' SCALE: 1"= 300' � ST -2 - �T - ST< Y ; - ST3 C-9 4 ST -61° ST-] ST -e ST -9 C-4 ST -1D -- C-8 = C-8 C-] e i BVI,'. - S�2 O01 ST -l] C-12 ST -14 ST -16 C -Y4 ST -1T C-15 C-16 C-17 -�C-20 C-19 � - ST -19 �C-21 _ C-22 ST -26 ar DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING f DENOTES APPROXIMATE LOCATION OF CPT SOUNDING 4 150' 0 300' SCALE: 1"= 300' �- -'�° ST-6- ST-] ST.8 ST-9 C4 C-S p ST-11 ST-12 C-S C9 C40 C41 ST-1 ST-1b ,ST-t6. C-13 C-14 ST-t] C-1S C-16 C-1 -♦ S c-loC-20 ST-tS C-21 C-22 S1-20 j' DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING 0 DENOTES APPROXIMATE LOCATION OF CPT SOUNDING 1�v 150' 0 300' SCALE: 1"= 300' BRAUN I NTE BTEC The Science You Rudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -1 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212561 EASTING: 516832 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/23/23 END DATE: 05/23/23 SURFACE 952.6 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth m 1110-1-2908) E (N -Value) tsf % Tests or Remarks ft 6. Recovery 951.6 SILTY SAND (SM), fine to medium -grained, trace Gravel, dark brown, moist (TOPSOIL 1.0 FILL) 3-7-7 Drillers noted chatter at 2 FILL: POORLY GRADED SAND with SILT (SP- —Z SM), fine to coarse-grained, trace to little 1 (14) 5 1/2 2 feet feet Gravel, brown, moist P % 948.1 -8- 4 -8-9 4.5 POORLY GRADED SAND (SP), fine to coarse- 5 grained, trace to little Gravel, light brown, moist, medium dense to loose (GLACIAL OUTWASH) 91, —Z 4-6-84) ( 6 6" " 2-4-5 0 10_Z (9) 4 7" 5-5-6-7 (11) 938.1 13" Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -1 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -2 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212558 EASTING: 517001 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/23/23 END DATE: 05/23/23 SURFACE 953.2 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Gravel WEATHER: Clear Elev./ L Description of Materials Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth m 1110-1-2908) E (N -Value) tsf % Tests or Remarks ft 6. Recovery SILTY SAND (SM), fine to coarse-grained, 951.9 trace Gravel, dark brown, moist (TOPSOIL 1.3FILL 6-10-11 FILL: POORLY GRADED SAND with SILT (SP- SM), fine to coarse-grained, little Gravel, (21) 4 brown, moist 10" 948.7 4-7- 4- Drillers noted chatter at 4 feet 4.5 POORLY GRADED SAND (SP), fine to 5 medium -grained, trace Gravel, light brown, x (14 ) ) 9 moist, medium dense (GLACIAL OUTWASH) 946.2 8-8-11 7.0 POORLY GRADED SAND (SP), fine to coarse- grained, trace to little Gravel, light brown, moist, LX, (19) 11" 6 medium dense (GLACIAL OUTWASH) 10-13-14 10—Z (27) Drillers noted Gravel layers 2" at 10 feet 9-10-11-8 (21) 12" 938.7 Water not observed while drilling. 14.5 END OF BORING 15 Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -2 page 1 of 1 BRAUN NTE RTEC The Seance Yau Hudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 BORING: ST -3 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212568 EASTING: 517123 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/23/23 END DATE: 05/23/23 SURFACE 954.2 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth m 1110-1-2908) E (N -Value) tsf % Tests or Remarks ft co Recovery FILL: SILTY SAND (SM), fine to medium - grained, trace Gravel, organic, dark brown to black, moist Z 2-4-5 (9) 24 OC=8% 12" 949.7 4-7-7 4.5 FILL: SILTY SAND (SM), fine to medium- 5 grained, trace Gravel, brown, moist (14) 13" Drillers noted chatter at 6 7-10-13 feet (23) No recovery at 7 feet 944.7 ' V 4-5-7(12) 9.5 POORLY GRADED SAND with SILT (SP -SM), 10 fine to coarse-grained, trace Gravel, light 4 P200=7% brown, moist, medium dense (GLACIAL 10" OUTWAS H) 4-7-7 (14) 11" 6-7-8 15_Z 5 (15) 4 91, 934.7 4-5-6 19.5 POORLY GRADED SAND with SILT (SP -SM), 20 �] fine to coarse-grained, trace to little Gravel, x� (11) 14 brown, wet, medium dense (GLACIAL 9 OUTWASH) 6-8-10 25—Z(18) 928.2 10" Water observed at 20.0 feet while drilling. 26.0 END OF BORING Boring then grouted 30 B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -3 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd on. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -4 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212563 EASTING: 517282 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/24/23 END DATE: 05/24/23 SURFACE 957.0 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Soil WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) cc (N -Value) tsf % Tests or Remarks ft n Recovery 956.2 SILTY SAND (SM), fine to coarse-grained, trace Gravel, dark brown, moist (TOPSOIL 0.8 FILL 4-7-8 FILL: SILTY SAND (SM), fine to coarse- grained, trace Gravel, brown, moist Z (15) 6 4" 952.5 5-5-8 4.5 POORLY GRADED SAND (SP), fine to coarse- 5 grained, trace Gravel, light brown, moist, (13) medium dense (GLACIAL OUTWASH) 91, —z 5-7-9 (16) 8" 5-8-9 0 10_Z (17) 12" Drillers noted chatter at 10 1/2 feet 5-9-9-9 (18) 942.5 12" Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -4 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -5 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212571 EASTING: 517732 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/26/23 END DATE: 05/26/23 SURFACE 965.5 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) cc (N -Value) tsf % Tests or Remarks ft n Recovery 964.8 SILTY SAND (SM), fine to medium -grained, trace Gravel, dark brown, moist TOPSOIL 0.7 WELL -GRADED SAND with SILT and GRAVEL (SW -SM), fine to coarse-grained, light brown, 6-8-8 moist, medium dense (GLACIAL OUTWASH) 1 (16) 3 % %GrayGravel-30.8% Drillers noted chatter at 4 5-6-10 feet 5 (16) 8" No recovery at 7 feet 8-10-10 (20) 956.0 5-3-6 9.5 POORLY GRADED SAND (SP), fine to coarse- 10 grained, trace to little Gravel, light brown, moist, (9) loose to medium dense (GLACIAL OUTWASH) 9 4-10-11-10 (21) 14" 3 951.0 Water not observed while drilling. 14.5 END OF BORING 15 Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -5 page 1 of 1 BRAUN NTE RTEC The Science Yau Hudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -6 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212422 EASTING: 516652 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/23/23 END DATE: 05/23/23 SURFACE 949.5 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) cc (N -Value) tsf % Tests or Remarks ft n Recovery 948.7 SILTY SAND (SM), fine to medium -grained, trace Gravel, dark brown, moist (TOPSOIL 0.8 FILL) 5-10-11 FILL: SILTY SAND (SM), fine to coarse- grained, trace Gravel, slightly organic, Z 21 7 - OC -4% 1 bituminous debris, dark brown to black, moist 13" 3-6-5 5 (11) 9.. 942.5 3-6-7 Limited recovery at 7 feet 7.0 FILL: SILTY SAND (SM), fine to medium- grained, trace Gravel, brown, moist � (13) 2" Drillers noted chatter at 8 940.0 " 12-17-22 feet 9.5 POORLY GRADED SAND (SP), fine to coarse- 10 grained, trace to little Gravel, light brown, moist, z (39) 5 dense to medium dense (GLACIAL OUTWASH) 5 8-11-14-9 (25) 16" 935.0 Water not observed while drilling. 14.5 END OF BORING 15 Boring then backfilled with auger cuttings 20 25- 530 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -6 page 1 of 1 BRAUN NTE RTEC The Science You Build On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -7 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212411 EASTING: 516812 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/23/23 END DATE: 05/23/23 SURFACE 954.5 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) cc (N -Value) tsf % Tests or Remarks ft n Recovery q54 n SILTY SAND (SM), fine to medium -grained, 0.5 trace Gravel, bituminous debris, dark brown, moist TOPSOIL FILL)4-4-7 FILL: SILTY SAND (SM), fine to medium - grained, trace Gravel, slightly organic, dark (11, 11 OC=3% brown to brown, moist 10 950.0 5-6-10 4.5 POORLY GRADED SAND with SILT (SP -SM), 5 fine to medium -grained, trace Gravel, brown, (16) moist, medium dense (GLACIAL OUTWASH) 8„ 947.5 7.0 POORLY GRADED SAND (SP), fine to medium -grained, trace Gravel, light brown, Z10-10-11 moist, medium dense to dense (GLACIAL 10" OUTWASH) 7-11-12 10_Z (23) Gravel pocket at 11 feet 91, Drillers noted chatter at 11 feet 10-20-23-19 (43) No recovery at 12 feet 940.0 0" Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20 25- 530 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -7 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -8 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212409 EASTING: 516976 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/23/23 END DATE: 05/23/23 SURFACE 958.4 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth 1110-1-2908) (N -Value) tsf Tests or Remarks ft co Recovery 957.8 `' :' . SILTY SAND (SM), fine to medium -grained, trace Gravel, dark brown to black, moist 0.6 TOPSOIL FILL 13-17-20 _F] FILL: POORLY GRADED SAND SP, fine to ( ) � (37) 3 Drillers noted chatter at 2 coarse-grained, trace to little Gravel, light 3 1/2 feet brown, moist 953.9 6-10-10 4.5 POORLY GRADED SAND (SP), fine to 5 medium -grained, trace Gravel, light brown, (20) 91, moist, medium dense (GLACIAL OUTWASH) —Z 4-7-11 (1 3 8"1, 3-6-10 10_Z 0 (16) 8" 5-7-8-10 (15) 943.9 13" Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -8 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -9 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212418 EASTING: 517097 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/23/23 END DATE: 05/23/23 SURFACE 960.4 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth m 1110-1-2908) E (N -Value) tsf % Tests or Remarks ft co Recovery SILTY SAND (SM), fine to medium -grained, 959.0 trace Gravel, dark brown, moist (TOPSOIL FILL 3-3-5 1.4 FILL: SILTY SAND (SM), fine to medium- grained, trace Gravel, brown, moist Z 101, 955.9 4-8-8 4.5 POORLY GRADED SAND with SILT (SP -SM), 5 fine to coarse-grained, trace Gravel, light (16) 4 P200-8% brown, moist, medium dense (GLACIAL 91,Drillers noted chatter at 5 OUTWASH) 5-8-10 1/2 feet (18) 9.. 4-8-9 10 (17) 7) 11" 4-9-9-10 (18) 945.9 12" Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -9 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd on. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -10 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212415 EASTING: 517432 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/24/23 END DATE: 05/24/23 SURFACE 969.6 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Soil WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) cc (N -Value) tsf % Tests or Remarks ft n Recovery 968.8 SILTY SAND (SM), fine to medium -grained, trace Gravel, dark brown to black, moist 0.8 GPSOI L 4-5-6 POORLY GRADED SAND (SP), fine to coarse- grained, trace Gravel, brown, moist, medium Z (11) 11 dense (GLACIAL OUTWASH) 965.1 5-6-7 4.5 POORLY GRADED SAND (SP), fine to coarse- 5— grained, trace Gravel, light brown, moist, (13) 4 medium dense to loose (GLACIAL OUTWASH) LX, 8 —z 6-7-8 (15) 3" 3-5-5 10_Z 0 (10) 10" 5-6-5-5 (11) 955.1 101,4 Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -10 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd on. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -11 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212260 EASTING: 516658 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/24/23 END DATE: 05/24/23 SURFACE 952.6 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Cloud y Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) cc (N -Value) tsf % Tests or Remarks ft n Recovery 951.8 SILTY SAND (SM), fine to medium -grained, Gravel, dark brown, moist TOPSOIL 0 gtrace POORLY GRADED SAND (SP), fine to medium -grained, trace Gravel, light brown, 2-3-5 moist. loose to medium dense (GLACIAL Z (8) 5 OUTWASH) /X� 8 5-8-8 5 (16) 6) 10" 945.6 4-7-8 Drillers noted chatter at 7 7.0 POORLY GRADED SAND (SP), fine to coarse -(15) grained, trace to little Gravel, light brown, moist, (81, 4 feet medium dense (GLACIAL OUTWASH) LX, 8 4-5-6 10—Z(11) 10" 3-4-7-7 (11) 938.1 15" Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -11 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -12 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212282 EASTING: 516979 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/23/23 END DATE: 05/23/23 SURFACE 963.6 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) cc (N -Value) tsf % Tests or Remarks ft n Recovery 962.9 SILTY SAND (SM), fine to medium -grained, trace Gravel, dark brown to black, moist 0.8 TOPSOIL FILL 5-6-5(11) FILL: POORLY GRADED SAND with SILT (SP- SM), fine to coarse-grained, trace Gravel, 4 P200-8% brown, moist 8 959.1 5-6-9 4.5 POORLY GRADED SAND (SP), fine to coarse- 5 grained, trace to little Gravel, brown, moist, (15) medium dense (GLACIAL OUTWASH) 8„ —z 5-9-8 (17) 8" 2-9-10 0 10_Z (19) 91, Drillers noted chatter at 11 feet 2-5-5-7 (10) 949.1 10" Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -12 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 BORING: ST -13 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212267 EASTING: 517731 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/24/23 END DATE: 05/24/23 SURFACE 968.9 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Soil WEATHER: Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) (N -Value) tsf % Tests or Remarks ft icc Recovery 968.1 SILTY SAND (SM), fine to medium -grained, ,trace Gravel, dark brown, moist TOPSOIL 0.8 POORLY GRADED SAND (SP), fine to coarse- grained, little Gravel, brown to light brown, 4-5-7 moist, medium dense (GLACIAL OUTWASH) 11 (2) 7(30) 5 (30) 8.. Drillers noted chatter at 6 961.9 4-5-72) (1 4 feet P200=6% 7.0 WELL -GRADED SAND with SILT (SW -SM), Z fine to coarse-grained, trace to little Gravel, 101, light brown, moist, medium dense (GLACIAL %Gravel=14.9% O UTWAS H) 4-7-13 10— (20) 5" 4-10-9 (19) Drillers noted chatter at 12 feet 8" 5-8-11 15 (19) 4 91, 3-5-7 20 (12) 91, 25 Z4-9-8 (17) 4 942.9 12" Water not observed while drilling. 26.0 END OF BORING Boring then grouted 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -13 page 1 of 1 BRAUN I NTE BTEC The Science You Rudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -14 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212268 EASTING: 518182 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/26/23 END DATE: 05/26/23 SURFACE 961.9 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) (N -Value) tsf % Tests or Remarks ft in Recovery 961.4 SILTY SAND (SM), fine to medium -grained, trace Gravel, dark brown, moist TOPSOIL 0.6 POORLY GRADED SAND (SP), fine to coarse- grained, trace to little Gravel, light brown, moist, —Z 4-6-8 medium dense (GLACIAL OUTWASH) (14) 6„ 6-10-11 5 (21) 5 10" 954.9 7-13-14 7.0 POORLY GRADED SAND with GRAVEL (SP), fine to coarse-grained, light brown, moist, (27) medium dense (GLACIAL OUTWASH) 81, 952.4 4-5-7 9.5 POORLY GRADED SAND (SP), fine to 101 medium -grained, trace Gravel, light brown, (12) 11" medium dense (GLACIAL OUTWASH) 4-6-8-8 (14) 947.4 13" Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -14 page 1 of 1 BRAUN NTE RTEC The Science Yau Hudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -15 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212117 EASTING: 516501 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/24/23 END DATE: 05/24/23 SURFACE 947.6 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: PartlyCloud y Elev./ L Description of Materials Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth m 1110-1-2908) E (N -Value) tsf % Tests or Remarks ft co Recovery SILTY SAND (SM), fine to coarse-grained, trace Gravel, roots, dark brown (TOPSOIL 945.6 FILL) 6- (144)) 2.0 FILL: SILTY SAND (SM), fine to coarse- �/ grained, trace Gravel, slightly organic, brown to 10 dark brown, moist 5-11-11 5 (22) 6" 940.6 3-7-13 7.0 FILL: SILTY SAND (SM), fine to coarse- grained, trace Gravel, organic, black to dark (20) 18 - OC=5% brown, moist 12" 938.1 3-5-6 9.5 POORLY GRADED SAND (SP), fine to coarse- 10 grained, trace Gravel, brown, moist, medium (11) dense (GLACIAL OUTWASH) 10" 935.1 4-4 2-3-) ( 12.5 SILTY SAND (SM), fine to coarse-grained, trace Gravel, brown, wet, loose (GLACIAL 6' 17 933.1 OUTWAS H ) Water observed at 12.5 feet 14.5 END OF BORING 15 while drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -15 page 1 of 1 BRAUN NTE RTEC The Science Yau Hudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -16 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212106 EASTING: 518856 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/24/23 END DATE: 05/24/23 SURFACE 961.0 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) cc (N -Value) tsf % Tests or Remarks ft n Recovery sign s SILTY SAND (SM), fine to medium -grained, 0.5 ace Gravel, dark brown, moist (TOPSOIL T3-4-4 TILL FILL: POORLY GRADED SAND with SILT (SP - SM), fine to coarse-grained, trace Gravel, dark (8) brown to brown, moist 2 3-2-1 5 X (3) 8 P200=11% L� 3" 954.05-6-7 7.0 POORLY GRADED SAND (SP), fine to coarse- grained, trace to little Gravel, light brown to (63) Drillers noted chatter from 8 brown, moist, loose to medium dense to 12 feet (GLACIAL OUTWASH) 4-4-5 10— (9) 8" 3-7-7-8 (14)5 101, 946.5 Water not observed while drilling. 14.5 END OF BORING 15 Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -16 page 1 of 1 BRAUN NTE RTEC The Science You Build On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -17 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 212113 EASTING: 517281 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/26/23 END DATE: 05/26/23 SURFACE 970.6 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Dirt Field WEATHER: Clear Elev./ L Description of Materials �, Blows (Soil -ASTM D2488 or 2487; Rock -USAGE EM E qp MC Depth 1110-1-2908) (N -Value) tsf % Tests or Remarks ft in Recovery 969.9 SILTY SAND (SM), fine to medium -grained, trace Gravel, dark brown, moist (TOPSOIL 0.8 FILL) 3-3-3 FILL: SILTY SAND (SM), fine to coarse- grained, trace Gravel, brown, moist Z (6) 6„ 966.1 5-7-8 4.5 POORLY GRADED SAND (SP), fine-grained, 5 trace Gravel, light brown, moist, medium dense (15) 3 - P200-4% (GLACIAL OUTWASH) 10" z 4-6-6 (12) 12" 961.1 4-6-7 9.5 POORLY GRADED SAND (SP), fine to 10 medium -grained, trace Gravel, light brown, (13) moist, medium dense (GLACIAL OUTWASH) 10" 958.1 4-10-7-9 (8" 12.5 POORLY GRADED SAND (SP), fine to coarse- grained, little Gravel, light brown, moist, 4 956.1 1 medium dense (GLACIAL OUTWASH) Water not observed while 14.5 END OF BORING 15 drilling. Boring then backfilled with auger cuttings 20 25- 530 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -17 page 1 of 1 BRAUN NTE RTEC The Science You Hudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -18 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 211967 EASTING: 516507 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/24/23 END DATE: 05/24/23 SURFACE 949.4 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Soil WEATHER: Clear Elev./ L Description of Materials Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth m 1110-1-2908) E (N -Value) tsf % Tests or Remarks ft co Recovery SILTY SAND (SM), fine to medium -grained, trace Gravel, bituminous debris, dark brown to 947.4 black, moist (TOPSOIL FILL) 4-6-51) (11) 2.0 0:�" FILL: SILTY SAND (SM), fine to coarse- �/ grained, trace Gravel, slightly organic, black to /X� 9 dark brown, moist 944.9 6-7-8 (15) 12 OC=2% 4.5 ` FILL: CLAYEY SAND (SC), trace Gravel, 5 slightly organic, dark brown, moist z 4" 942.4 7.0 POORLY GRADED SAND (SP), fine to medium -grained, trace Gravel, light brown, Z5-6-9 (1 05') Drillers noted chatter at 8 moist to wet, loose to dense (GLACIAL feet O UTWAS H) 19-23-14 10 (37) 6 4" 4 5-6-4-6 (10) 11" 23 934.9 Water observed at 12.5 feet 14.5 END OF BORING 15 while drilling. Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -18 page 1 of 1 BRAUN NTE RTEC The Science Yau Hudd On. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -19 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 211963 EASTING: 517131 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/26/23 END DATE: 05/26/23 SURFACE 971.3 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Grass WEATHER: Clear Elev./ L Description of Materials Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth m 1110-1-2908) E (N -Value) tsf % Tests or Remarks ft co Recovery SILTY SAND (SM), fine to medium -grained, 970.3 trace Gravel, black to dark brown, moist TOPSOIL FILL 1.0 3- FILL: SILTY SAND (SM), fine to coarse- grained, little Gravel, brown, moist (100)) 6" Drillers noted chatter at 4 8-13-15 feet ''• 5—(28) (28) x. No recovery at 4 feet 964.3 5-6-9 7.0 POORLY GRADED SAND (SP), fine to coarse- grained, trace Gravel, light brown, moist, loose z (115) 91, to medium dense (GLACIAL OUTWASH) 2-3-5 10—Z(8) 4 8" 3-4-7-8 (11) 13" 956.8 Water not observed while drilling. 14.5 END OF BORING 15 Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -19 page 1 of 1 BRAUN NTE RTEC The Science You Build on. LOG OF BORING See Descriptive Terminolociv sheet for explanation of abbreviations Project Number B2304496 B2304496 BORING: ST -20 Geotechnical Evaluation LOCATION: See attached sketch Monticello Public Works Facility DATUM: NAD 1983 HARN Adj MN Wright (US Feet) 505 Walnut St Ste 1 Monticello, Minnesota NORTHING: 211968 EASTING: 517867 DRILLER: D. Michalski LOGGED BY: R. Jett START DATE: 05/24/23 END DATE: 05/24/23 SURFACE 968.2 ft ELEVATION: RIG: 75166 METHOD: 3 1/4" HSA SURFACING: Soil WEATHER: Clear Elev./ L Description of Materials Blows (Soil -ASTM D2488 or 2487; Rock-USACE EM qp MC Depth m 1110-1-2908) E (N -Value) tsf % Tests or Remarks ft co Recovery SILTY SAND (SM), fine to medium -grained, 967.2 trace Gravel, dark brown, moist (TOPSOIL 1.0 FILL) 5-6-8 FILL: SILTY SAND (SM), fine to medium- grained, trace Gravel, brown, moist Z (14) 14 101, 963.7 4-5-6 4.5 POORLY GRADED SAND (SP), fine to coarse- �] 5— ( 11 ) 11 g grained, trace Gravel, light brown, moist, medium dense (GLACIAL OUTWASH) LX, —Z 4-7-7 (14) 4) 11" 958.7 3-8-9 (17) Drillers noted chatter at 10 9.5 POORLY GRADED SAND with GRAVEL (SP), 10 fine to coarse-grained, brown to light brown, 6„ feet moist, medium dense (GLACIAL OUTWASH) 7-13-10-8 (23) 8" 953.7 Water not observed while drilling. 14.5 END OF BORING 15 Boring then backfilled with auger cuttings 20- 02530 25- 30— B2304496 Braun Intertec Corporation Print Date:09/08/2023 ST -20 page 1 of 1 BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—etmmall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 1 2 3 4 5 6 7 8 9 10 11 12 d 13 14 15 16 17 18 19 20 21 22 23 24 25 200 400 Tip resistance (tsf) 0- 2- 3- 4- 5- 6- 7- 8- 9- 10- I I 234567891011 L 12 13- 14- 15- 16 3141516 17 18 19- 20- 21- 22- 23- 241 9202122 2324 25 0 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Il 01 Total depth: 25.07 ft, Date: 6/23/2023 Surface Elevation: 965.39 ft Coords: N 212565.067, E 517431.980 Cane Type: 211118 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand 1 Sand 2 Sand&siltysand 3 Very stiff earl aye san 4- 5- 6- 7 -Sand & silty sand 8- 9- 910,-,11 10- -11- S12- � Silty sand &sandy alt a13 N � Sand&siltysand 14 15 iiiia Silty sand &sandy alt 16 IM 17 Sand&siltysand 18 Silty sand &sandy alt 19 20 Sand&siltysand 21 22- 23 Ir Silly sand &sandy alt 24 Sand &siltysand 25 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:55 PM 1 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S 12 L 12 d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 02 Total depth: 15.09 ft, Date: 6/23/2023 Surface Elevation: 966.19 ft Coords: N 212568.093, E 517881.782 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand 2- Z 3'W Sand&siltysand 4 Siltysand&sandyslt Sand & siltysand 5 Sand 6- 7- 8- 9 789 S— & silty sand 10 -11- 12- Sand 112 Sand a13 p 14 Sand&siltysand 15 16- 17- 18- 19- 20- 21- 22- 23- 24 61718192021222324 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:56 PM 2 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—etmmall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S, 2 "12 L L d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 "12 L 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 S12 L 13 � 14 15 16 17 18 19 20 21 22 23 24 25 C- 03 Total depth: 15.09 ft, Date: 6/23/2023 Surface Elevation: 965.73 ft Coords: N 212494.737, E 518188.808 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 2 Sand 3 Sand&siltysand 4 Sand 5 Sand&siltysand Very stiff sand/claye san 6 J Sand&siltysand 7 =X" Sand Sand & siltysand 8 Sand 9 Sand 10 Sand&siltysand 11 i Sand S 12 13 Sand&siltysand � 14 15 16- 17- 18- 19- 20- 21- 22 171819202122 23 24 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:56 PM 3 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 T11. 9— V— man 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S 12 L 12 d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 04 Total depth: 25.00 ft, Date: 6/22/2023 Surface Elevation: 964.61 ft Coords: N 212414.801, E 517281.977 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 Sand 2- WE Sand & silty sand 3 4 Siltysand&sandyslt 5 Siltysand&sandyslt 6- 7- 8- 9- 10- 78910 Sano & silty and 11 S 12 a13 d � 14 15 Silty sand & sandy slt 16 Silty sand & sandy slt 17- 18 19 Sand&siltysand 20 21 22 Siltysand&sandyslt 23 ■_ 24 = Sand & silty sand 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:56 PM 4 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—etinR-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 1 2 3 4 5 6 7 8 9 10 11 S 12 a13 d 14 15 16 17 18 19 20 21 22 23 24 25 200 400 Tip resistance (tsf) 0 1 2- 3- 4- 5- 6- 7- 8- 9- 10- 11 34567891011 L 12 0 13- 14- 15- 16- 17- Is- 19- 20- 21 - 221 3141516171819202122 23 24 25 0 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 L 12 a13 d) 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- OS Total depth: 25.00 ft, Date: 6/23/2023 Surface Elevation: 970.11 ft Coords: N 212417.296, E 517581.996 Cane Type: 211118 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0Sand&siltysand 1 Sand 2 3 - Sand&siltysand 4 5 Sand 6 _ Sand&siltysand 7 _ Sand Sand & silty sand 8 Sand 9 Sand&siltysand Sand 10 Sand & silty sand � Sand 11 Sand&siltysand 12 Sand a 7 Sand&siltysand 13 d _F- Sand 14- 15 16- 17- 18- 19- a 6171819 = Sand&siltysand 20 21- 22- 23- 24- 2 5 122232425 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 1012141618 Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:57 PM 5 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S, 2 "12 L L d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 "12 L 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 S12 L 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 06 Total depth: 15.16 ft, Date: 6/23/2023 Surface Elevation: 969.01 ft Coords: N 212417.296, E 517581.996 Cane Type: 211118 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand 1 2 Sand&siltysand 3- 4 Siltysand&sandy s It Sand & siltysand 5 Sand 6- 7- 7 8- 8 Sand&siltysand 9- 10 Sand — Sand&siltysand 12 13 Sand&siltysand 14 15 61718 16- 17- 18 19- 9202122232425 20- 21- 22- 23- 24- 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-1T v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:57 PM 6 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 T11. 9— V— man 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S, 2 "12 a 13 0 13 a: v 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 "12 a13 a: 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 5 6 7 8 9 10 11 S12 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- 07 Total depth: 15.03 ft, Date: 6/23/2023 Surface Elevation: 963.53 ft Coords: N 212419.624, E 518035.331 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Send &silty sand 1 2 Send &silty sand 3 Silty sand& sandy s It 4 Sand &silty sand 5 Sand -S nd & silty sand 6- Ift Sand &silty sand 7 --= Sand &silty sand 8 Sand 9 Sand &silty sand 10 Sand 11 12 Sand &siltysand 13 � 14 15- 516171819202122232425 16- 17- 18- 19- 20- 21- 22- 23- 24- 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-1T v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:58 PM 7 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 1 2 3 4 5 6 7 8 9 10 11 "12 L a13 d 14 15 16 17 18 19 20 21 22 23 24 25 200 400 Tip resistance (tsf) 0- 2- 3- 4- 5- 6- 7- 8- 9- 10- -11- S' 2 234567891011"12 L 0 13- 14- 15- 16- 17- Is- 19- 20- 21- 22 - 23 314151617181920212223 24 25 0 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 "12 L a13 a: 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 11 " 12 L 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- 08 Total depth: 25.07 ft, Date: 6/22/2023 Surface Elevation: 967.99 ft Coords: N 212271.120, E 517134.409 Cane Type: 200726 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 2- 3456 3- 4- 5- 6 7- 8- 9 89 Sanc & silty sand 10 11 "12 L a13 d 14 15 16 17 Silty sand & sandy s It 18 19- 20 Sand&siltysand 21- 22- 23- 12223 `i Silty sand&sandy slt 24 •�] Sand&siltysand 25 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:58 PM 8 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S 12 L 12 d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 09 Total depth: 15.09 ft, Date: 6/22/2023 Surface Elevation: 969.71 ft Coords: N 212262.939, E 517281.714 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 Sand 2 _ Sand&siltysand 3 Sand IS 4 III _ 5- 6- 7- 8- 9 6789 Sand&siltysand 10 11 � 12 13 14- 15- 16- 17- 18- 19- 20- 21- 22- 23- 24 415161718192021222324 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:05:59 PM 9 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 " 12 " 12 a 13 0 13 a: v 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 12 a13 d) 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 5 6 7 8 9 10 11 " 12 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- 10 Total depth: 25.00 ft, Date: 6/23/2023 Surface Elevation: 970.10 ft Coords: N 212265.003, E 517431.299 Cane Type: 200726 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand&siltysand 1 2- Sand&siltysand 3 4 � Sand 5 Sand&siltysand 6- Sand 7- -E- Sand&siltysand 8 _ Sand 9 10 = Sand&siltysand 11 12, t — Silty sand &sandy alt a13 14- 41516171819 15- 16- 17- 18- 19 _ Sand&siltysand 20- 21 22- 2232425 23- 24- 2 5 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:00 PM 10 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 12 L 12 d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 CIU 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 11 Total depth: 15.09 ft, Date: 6/23/2023 Surface Elevation: 970.48 ft Coords: N 212265.267, E 517581.616 Cane Type: 200726 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand 1 2 3 Sand&siltysand 4 5 Sand 6 Sand&siltysand 7 8 Sand 9 10 11 Sand & silty sand 12 13 14 15 Silly sand &sandy alt 16- 17 18 19- 20- 21- 22- 23- 2 4 92021222324 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:00 PM 11 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S 12 L 12 d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 12 Total depth: 15.03 ft, Date: 6/23/2023 Surface Elevation: 966.42 ft Coords: N 212268.666, E 517852.171 Cane Type: 200726 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand 1 2- Sand&siltysand 3 — Sand 4 Sand&siltysand 5 Sand 6 Sand&siltysand Sand 7 — 8- 9- 10- -11- 91011 Sand&siltysand � 12- 13 14- 15- 16- 17- 18 415161718 19- 20- 21- 22- 23- 24- . 92021222324 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:01 PM 12 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 0 1 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb. s— etm R-Ld all 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN 0 1 2 3 4 5 6 7 8 9 10 11 12 d 13 14 15 16 17 18 19 20 21 22 23 24 25 Cone resistance cit 200 400 Tip resistance (tsf) C- 13 Total depth: 25.13 ft, Date: 6/22/2023 Surface Elevation: 966.16 ft Coords: N 212111.649, E 516976.803 Cane Type: 190903 Cone Operator: Adam Holmbo 0 1 Sleeve friction 0 1 Friction ratio 0 Pore pressure u Norm. 0 1 Soil Behaviour Type Sand 2 2 2 2- 3- i- 3 3 3 Sand&siltysand 4 4 4 4- 5- 5 5 5 —1111011111 6 6 - 6 -Sand 6 Very stiff sandldaye san 7 7 7- 8- 8 8 8 9 9 9 9 Sand & siltysand 10 10 10 10 Silty sand & sandy s It L12 L 12 —12 12 Sand&siltysand o- 13 a 13 0- 13 a 13 Silty sand &sandy a dt dt dw X 14 X 14 0 14 X 14- Sand&siltysand 15 15 15 15 16 16 16 16 Silty sand& sandy s 17 17 17 17 Sand&siltysand 18 18 18 18- 19 19 19 19- 20- 20 20 20 21 21 21 21 Sand & silty sand 22 22 22 22- 23- 23 23 23- 24- 24 4 24- 24- 2425 25 25 25 25 '8'1'0'12141618 0 5 10 15 20 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 2 4 6 Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:01 PM 13 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S, 2 "12 L L a 13 0 13 a: v 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 "12 L a13 a: 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 " 12 L 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- 14 Total depth: 15.03 ft, Date: 6/22/2023 Surface Elevation: 971.24 ft Coords: N 212117.490, E 517127.539 Cane Type: 200726 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 2- 3- 4- 5- 5- 7- 8 345678 Sane&silty sand 9 10 11 "12 L a13 d 14- 15- 16- 17- 18 415161718 19 20- 21- 22- 23- 24- 25 02122232425 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:02 PM 14 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—etinR-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S 12 L 12 d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 15 Total depth: 15.09 ft, Date: 6/22/2023 Surface Elevation: 969.96 ft Coords: N 212114.752, E 517431.971 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 Sand 2_ 3 in Sand&siltysand 4 5 am 6 Sand Sand & siltysand 7 Sand 8 9- 10 Sand&siltysand —11- 12- 13 11213 Sand d 14 — Sand & silty sand 15- 16- 17- 18- 19- 20- 21- 22- 23- 24- 2.5 516171819202122232425 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:03 PM 15 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—etinR-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 1 2 3 4 5 6 7 8 9 10 11 "12 L a13 d 14 15 16 17 18 19 20 21 22 23 24 25 200 400 Tip resistance (tsf) 0- 2- 3- 4- 5- 6- 7- 8- 9- 10- -11- S' 2 234567891011"12 L fd= 13- 14- 15- 16- 17- Is- 19- 20- 21- 22 - 23 314151617181920212223 24 25 0 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 "12 L a13 a: 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 11 S12 L 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- 16 Total depth: 25.20 ft, Date: 6/22/2023 Surface Elevation: 970.51 ft Coords: N 212114.907, E 517581.696 Cane Type: 211118 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand&siltysand Sand 2 3 4 Sand&siltysand 5 90 5 - hi 7 Sand 7 M Sand&siltysand 8- 9 10 11 "12 L Sana &silty sand a13 d 14 15 16- 17- 18- 61718 S- 19- 20 21 22 Sano & silty sand 23- 24- 1 324 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:03 PM 16 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—etinR-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S, 2 "12 L L a 13 0 13 a: v 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 "12 L a13 dt 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 " 12 L 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- 17 Total depth: 15.09 ft, Date: 6/22/2023 Surface Elevation: 969.33 ft Coords: N 212117.077, E 517731.856 Cane Type: 211118 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand 1 Sand &siltysand 2 3 Sand&siltysand 4 Sand&siltysand 6 Sand Sand & silty sand 6 Sand 7- 8 8 Sand&siltysand 9 Sand 10 11 � 12 Sand & silty sand a13 d 14- 15 16- 17- 18- 19- 20- 21- 22- 23 17181920212223 24 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:04 PM 17 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S, 2 "12 L L a 13 0 13 a: v 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 "12 L a13 d) 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 S12 L 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- 18 Total depth: 15.09 ft, Date: 6/23/2023 Surface Elevation: 963.27 ft Coords: N 212118.421, E 518031.570 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 Sand 2- Sand&siltysand 3 Sand 4 Sand & siltysand 5 Sand 6- -E- 7- 8 7g M Sand &silty sand 9 10- -11- 12- 7K 0 1112a 13 Sand &silty sand 14- 15- 16- 17- 18- 19- 20- 21- 22- 23- 24- 25 41516171819202122232425 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:04 PM 18 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 z 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S, 2 "12 L L a 13 0 13 a: v 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 "12 L a13 a: 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 S12 L 0 13 v 14 15 16 17 18 19 20 21 22 23 24 25 C- 19 Total depth: 15.09 ft, Date: 6/22/2023 Surface Elevation: 958.69 ft Coords: N 211952.222, E 516856.568 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 2 3 4 5 6 7 8 9 10 11 12 L a13 d 14 15 16 17 18 19 20 21 22 23 24 25 san san 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:05 PM 19 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 T11. 9— V— man 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 Y 11 11 S 12 L 12 d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 Y 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 a^ 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 20 Total depth: 15.03 ft, Date: 6/22/2023 Surface Elevation: 966.49 ft Coords: N 211962.522, E 516981.693 Cane Type: 190903 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 Sand&siltysand 2 Sand 3 4- 5 - Sand 5Sand &siltysand 7 �31 8 9 10 w 11 Silty sand &sandy a � 12 a 13 Sand&siltysand d 14- 15 61718 16- 17- 18 19 20- 21- 22- 23- 24- 25 02122232425 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:06 PM 20 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—etmmall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S, 2 " 12 L L d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 200 400 Tip resistance (tsf) 0 1 2 3 4 5 Friction (tsf) 0- 2- 3- 4- 5- 6- 7- 8- 10- -11- S' 2 23456781011"12 L 13 14- 15- 16- 17- is- 19- 20- 21 - 221 41516171819202122 23 24 25 0 Friction ratio 0 2 3 4 5 6 7 8 9 10 11 " 12 L 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 21 Total depth: 25.07 ft, Date: 6/22/2023 Surface Elevation: 969.41 ft Coords: N 211965.091, E 517431.604 Cane Type: 200726 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 1 Sand Sand & siltysand 2 Vary :t,Iaandllaye Silty sand&sandyslt san 3 Sand & siltysand 4 Sand Sand & siltysand 5 ' Sand 6 T 7 Sand&siltysand Sand 8 9 10- 0 Sand&siltysand 11 11 12 13 Sanc 14 15 16- 6171819 17- 18- 19- - Sand&siltysand 20- 21 22- 23- 425 24- - 2 5 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:07 PM 21 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 eb.s—e-R-Ldall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 S 12 L 12 d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio 0 1 2 3 4 5 6 7 8 9 10 11 L 12 13 14 15 16 17 18 19 20 21 22 23 24 25 C- 22 Total depth: 15.29 ft, Date: 6/22/2023 Surface Elevation: 969.21 ft Coords: N 211967.486, E 517731.618 Cane Type: 211118 Cone Operator: Adam Holmbo Pore pressure u Norm. Soil Behaviour Type 0 Sand 1 Sand 2 Sand &siltysand 3 Siltysand&sandy s It 4 Sand Sand &silty sand 5 Sand 6 7 8 3 Sand&siltysand 9- 10 Sand 12 a 13 Sand&siltysand N 14 Sand 15 Sand&siltysand 16 17- 18 19- 20- 21- 22- 23- 24 92021222324 25 200 400 0 1 2 3 4 5 0 2 4 6 8 10 -5 0 5 10 15 20 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 4. Clay & silty clay 7. Sand 2. Organic Soil 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-1T v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:07 PM 22 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUNBraun Intertec Corporation 11001 Hampshire Avenue South NTE BTEC Minneapolis, MN 55438 T11. 9— a -mall 952.995.2000 Project: B2204496: Monticello Public Works Facility Location: Monticello, MN Cone resistance cit Sleeve friction 0 0 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 X11 11 12 12 L L d 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 0 1 2 3 4 5 6 7 8 9 10 11 12 L 13 14 15 16 17 18 19 20 21 22 23 24 25 Friction ratio Pore pr sure u 0 1 2- 345 3- 4- 5 6 7 8 9- 10- 11 1011 12- 13- 14- 15- 16- 17 21314151617 is- 19- 20- 21- 22- 23- 24- 25- C- 819202122232425 C- Average CPT copy Total depth: 24.99 ft, Date: 8/9/2023 Surface Elevation: 0.00 ft Coords: N 0.0, E 0.0 Cone Type: Cone Operator: Norm. Soil Behaviour Type 0 - AW Sand 2- 3- 4- 5- 6- 7- 8- 9- 10- 11 34567891011 12 L d 13 i Sand&siltysand 14- is - 16 415 16 'J■ 17 18- 19- 20- 21- 22- 23- 24 8192021222324 25 0 100 200 0 1 -2 0 2 4 6 8 10 0 5 10 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Rf (%) Pressure (psi) SBTn (Robertson, 1990) SBTn Legend 1. Sensitive fine grained 0 4. Clay & silty clay 7. Sand 2. Organic Soil 0 5. Silty sand & sandy silt 8. Very stiff sand/clayey sand 3. Clay 0 6. Sand & silty sand ❑ 9. Very stiff fine grained CPeT-IT v.3.9.3.1 - CPTU data presentation & interpretation software - Report created on: 8/9/2023, 4:06:08 PM 23 Project file: C:\Users\TBryantt\Downloads\B2304496 (1).cpt BRAUN INTERTEC The Iii You Hund On. A. B. D. E. F. G. H. L. M. N. 0. P. Q. Based on the material passing the 3 -inch (75 -mm) sieve. If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. Gravels with 5 to 12% fines require dual symbols: GW -GM well -graded gravel with silt GW -GC well -graded gravel with clay GP -GM poorly graded gravel with silt GP -GC poorly graded gravel with clay C. = D60 / D10 C, = (D30)2 / (Dto x Deo) If soil contains 2 15% sand, add "with sand" to group name. If fines classify as CL -ML, use dual symbol GC -GM or SC -SM. If fines are organic, add "with organic fines" to group name. Sands with 5 to 12% fines require dual symbols: SW -SM well -graded sand with silt SW -SC well -graded sand with clay Si poorly graded sand with silt Si poorly graded sand with clay If soil contains 2 15% gravel, add "with gravel" to group name. If Atterberg limits plot in hatched area, soil is CL -ML, silty clay. If soil contains 15 to < 30% plus No. 200, add "with sand" or "with gravel", whichever is predominant. If soil contains>-- 30% plus No. 200, predominantly sand, add "sandy" to group name. If soil contains 2 30% plus No. 200 predominantly gravel, add "gravelly" to group name. PI 2 4 and plots on or above "A" line. PI < 4 or plots below "A" line. PI plots on or above "A" line. PI plots below "A" line. 10 7 4 0 0 For classification of fine -drained soils Criteria for Assigning Group Symbols and Boulders .............. Soil Classification Cobbles ................ Group Names Using Laboratory Testsn Group Symbol Group Name l Gravels Clean Gravels C,>-4and 1<Ca153° GW Well -graded gravel[ ° ( More than 50%of c (Less than 5%fines) C" <4 and/or (C<< 1 or Cc> 3)° GP Poorly graded gravel' No. 200 to No. 40 (0.075 mm to 0.425 mm) coarse fraction retained on No.4 Gravels with Fines Fines classify as ML or MH GM Silty gravelEFG c o .a N o sieve ) (More than 12%fines[) NgravelEFG Fines Classify as CL or CH GC Clayey 9°clean a t d Sands Sands CP >- 6 and 1 <Ca<_ 3° SW Well -graded sand' C, <6 and/or C<<1 or Cc 3 ° / ( )graded SP Poorly sand ,. z e ( 50%or more coarse (Less than 5%fines") u fraction passes No. 4 Sands with Fines Fines classify as ML or MH SM Silty sandrG Fines classify as CL or CH Clayey sandFG1 MH OR OH sieve) (More than 12% fines") ML OR OL PI > 7 and plots on or above "A" line' Lean clayK LM Slits and Clays Inorganic PI <4 or plots below "A" line KLM Silt (Liquid limitless than Liquid Limit -oven dried Organicclay KLMN .°n 50) Organic <0.75 OL KLM° � v o Liquid Limit -not dried Organicsilt mE PI plots on or above "A" line at clayK LM c o 6 Silts and clays Inorganic KLM Elastic silt LL o (Liquid limit 50 or Liquid Limit - oven dried Organic clay K LMP more) Organic <0.75 Liquid Limit- not dried OH Organic silt KLMn Highly Organic Soils Primarily organic matter, dark in color, and organic odor p Peat A. B. D. E. F. G. H. L. M. N. 0. P. Q. Based on the material passing the 3 -inch (75 -mm) sieve. If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. Gravels with 5 to 12% fines require dual symbols: GW -GM well -graded gravel with silt GW -GC well -graded gravel with clay GP -GM poorly graded gravel with silt GP -GC poorly graded gravel with clay C. = D60 / D10 C, = (D30)2 / (Dto x Deo) If soil contains 2 15% sand, add "with sand" to group name. If fines classify as CL -ML, use dual symbol GC -GM or SC -SM. If fines are organic, add "with organic fines" to group name. Sands with 5 to 12% fines require dual symbols: SW -SM well -graded sand with silt SW -SC well -graded sand with clay Si poorly graded sand with silt Si poorly graded sand with clay If soil contains 2 15% gravel, add "with gravel" to group name. If Atterberg limits plot in hatched area, soil is CL -ML, silty clay. If soil contains 15 to < 30% plus No. 200, add "with sand" or "with gravel", whichever is predominant. If soil contains>-- 30% plus No. 200, predominantly sand, add "sandy" to group name. If soil contains 2 30% plus No. 200 predominantly gravel, add "gravelly" to group name. PI 2 4 and plots on or above "A" line. PI < 4 or plots below "A" line. PI plots on or above "A" line. PI plots below "A" line. 10 7 4 0 0 For classification of fine -drained soils Particle Size Identification Boulders .............. over 12" Cobbles ................ 3" to 12" and fine-grained fraction of coarse-grained l Coarse ............. 3/4" to 3" (19.00 mm to 75.00 mm) Fine ................. No. 4 to 3/4" (4.75 mm to 19.00 mm) Soils. J dX «L- 4 0 No. 40 to No. 10 (0.425 mm to 2.00 mm) Fine .................. No. 200 to No. 40 (0.075 mm to 0.425 mm) Equation of "A" — line Horizontal at PI = 4 to LL - 25.5, then PI = 0.73 (L20) ' pQ- G� Clay ...................... <.005 mm Medium .................... 5 to 8 BPF .................. 0.5 to 1 tsf Equation of"U" - line Vertical at LL = 16 to PI = 71 s then PI = 0.9 (LL- 0) , V Very Stiff ................... 16 to 30 BPF............... 2 to 4 tsf Hard .......................... over 30 BPF................ > 4 tsf MH OR OH ML OR OL 10 16 20 30 40 s0 60 70 LIQUID LIMIT (LL) su 90 100 110 Descriptive Terminology of Soil Based on Standards ASTM D2487/2488 (Unified Soil Classification System) Relative Proportions', " trace ............................. 0 to 5% little .............................. 6 to 14% with .............................. >_ 15% Inclusion Thicknesses lens ............................... 0 to 1/8" seam ............................. 1/8" to 1" layer .............................. over 1" Apparent Relative Density of Cohesionless Soils Very loose ..................... Oto 4 BPF Particle Size Identification Boulders .............. over 12" Cobbles ................ 3" to 12" Gravel Coarse ............. 3/4" to 3" (19.00 mm to 75.00 mm) Fine ................. No. 4 to 3/4" (4.75 mm to 19.00 mm) Sand Coarse .............. No. 10 to No. 4 (2.00 mm to 4.75 mm) Medium ........... No. 40 to No. 10 (0.425 mm to 2.00 mm) Fine .................. No. 200 to No. 40 (0.075 mm to 0.425 mm) Silt ........................ No. 200 (0.075 mm) to .005 mm Clay ...................... <.005 mm Relative Proportions', " trace ............................. 0 to 5% little .............................. 6 to 14% with .............................. >_ 15% Inclusion Thicknesses lens ............................... 0 to 1/8" seam ............................. 1/8" to 1" layer .............................. over 1" Apparent Relative Density of Cohesionless Soils Very loose ..................... Oto 4 BPF Loose ............................ 5 to 10 BPF Medium dense .............. 11 to 30 BPF Dense ............................ 31 to 50 BPF Very dense .................... over 50 BPF Consistency of Blows Approximate Unconfined Cohesive Soils Per Foot Compressive Strength Very soft ................... 0 to 1 BPF................... < 0.25 tsf Soft ........................... 2 to 4 BPF................... 0.25 to 0.5 tsf Medium .................... 5 to 8 BPF .................. 0.5 to 1 tsf Stiff ........................... 9 to 15 BPF................. 1 to 2 tsf Very Stiff ................... 16 to 30 BPF............... 2 to 4 tsf Hard .......................... over 30 BPF................ > 4 tsf Moisture Content: Dry: Absence of moisture, dusty, dry to the touch. Moist: Damp but no visible water. Wet: Visible free water, usually soil is below water table. Drilling Notes: Blows/N-value: Blows indicate the driving resistance recorded for each 6 -inch interval. The reported N -value is the blows per foot recorded by summing the second and third interval in accordance with the Standard Penetration Test, ASTM D1586. Partial Penetration: If the sampler could not be driven through a full 6 -inch interval, the number of blows for that partial penetration is shown as #/x" (i.e. 50/2"). The N -value is reported as "REF" indicating refusal. Recovery: Indicates the inches of sample recovered from the sampled interval. For a standard penetration test, full recovery is 18", and is 24" for a thinwall/shelbytube sample. WOH: Indicates the sampler penetrated soil underweight of hammer and rods alone; driving not required. WOR: Indicates the sampler penetrated soil underweight of rods alone; hammer weight and driving not required. Water Level: Indicates the water level measured by the drillers either while drilling ('77 ), at the end of drilling ( IV ), or at some time after drilling ( 5Z ). Laboratory Tests DD Dry density, pcf qn Pocket penetrometer strength, tsf e WD Wet density, pcf qu Unconfined compression test, tsf P200 % Passing #200 sieve LL Liquid limit MC Moisture content, % PL Plastic limit OC Organic content, % PI Plasticity index Sample Symbols Standard Penetration Test Rock Core Modified California (MC) . Thinwall (TW)/Shelby Tube (SH) Auger Texas Texas Cone Penetrometer Grab Sample VI Dynamic Cone Penetrometer 5/2021 BRAUN I NTE RTEC This document accompanies Cone Penetration Test Data. Please refer to the Boring Log Descriptive Terminology Sheet for information relevant to conventional v. Cone Penetration Test (CPT) boring logs. Cone Penetration Test (CPT) sounding was performed in general accordance with ASTM D 5778 and consistent with the ordinary degree of care and skill used by reputable practitioners of the same discipline currently practicing under similar circumstances and in the same locality. No warranty, express or implied, is made. Since subsurface conditions outside each CPT sounding are unknown, and soil, rock and pore water conditions cannot be relied upon to be consistent or uniform, no warranty is made that conditions adjacent to each sounding will necessarily be the same as or similar to those shown on this log. Braun Intertec is not responsible for any interpretations, assumptions, projections or interpolations of the data made by others. Pore water pressure measurements and subsequently interpreted water levels shown on CPT logs should be used with discretion as they represent dynamic conditions. Dynamic pore water pressure measurements may deviate substantially from hydrostatic conditions, especially in cohesive soils. In cohesive soils, pore water pressures often take an extended time to reach equilibrium and thus reflect their true field level. Groundwater levels can be expected to vary both seasonally and yearly. The absence of notations on this log regarding water does not necessarily mean that groundwater is not present to the depth explored, or that a contractor will not encounter groundwater during excavation or construction. CPT Terminology CPT............ Cone Penetration Test CPTU ......... Cone Penetration Test with Pore Pressure measurements SCPTU....... Cone Penetration Test with Pore Pressure and Seismic measurements Piezocone... Common name for CPTU test QT ........................ normalized cone resistance Bq, - - - - - - * ........... pore pressure ratio Fr .......................... normalized friction ratio avo........................ overburden pressure a'vo .......................effective overburden pressure qT TIP RESISTANCE The resistance at the cone corrected for water pressure. Data is from cone with a 60 degree apex angle and a 15 cm2 end area. fs SLEEVE FRICTION RESISTANCE The resistance along the sleeve of the penetrometer. Fr Friction Ratio Ratio of sleeve friction over corrected tip resistance. Fr = fs qt VS Shear Wave Velocity A measure of the speed at which a seismic wave travels through soil/rock. Descriptive Terminology Cone Penetration Test SBT SOIL BEHAVIOR TYPE Soil Identification methods for the Cone Penetration Test are based on correlation charts developed from observations of CPT data and conventional borings. Please note that these identification charts are provided as a guide to Soil Behavior Type and should not be used to infer a soil classification based on grain size distribution. Engineering judgment and comparison with augered borings is especially important in the proper interpretation of CPT data in certain geo-materials. The following charts provide a Soil Behavior Type for the CPT Data. The numbers corresponding to different regions on the charts represent the following soil behavior types: Soil Behavior Type based on friction ratio 1000 100 at 10 1 7 8 ncreasing OCR, age 2 mentation O ^' 9 \ \ d 6 \\y \ 00 \ SO \ 5 \ a \Vep\ Increasing 4 \4 OCR. age Increasing \ ` sensibvity 3 \ 1 a2 0.1 1 10 Fr (%} 0 qt' a1D F ° X 100/o Ctt - or,, qt - aw Robertson CPT 1990 Soil Behavior Type based on pore pressure a -0.4 0 0.4 0.8 1.2 Bq C4 gt�6w B. U2 e d qt - w Robertson CPT 1990 1 Sensitive, Fine Grained 2 Organic Soils - Peat 3 Clays - Clay to Silty Clay 4 Silt Mixtures - Clayey Silt to Silty Clay 5 Sand Mixtures - Silty Sand to Sandy Silt 6 Sands - Clean Sand to Silty Sand 7 Gravelly Sand to Sand 8 Very Stiff Sand to Clayey Sand 9 Very Stiff, Fine Grained U2 PORE WATER MEASUREMENTS Pore water measurements reported on CPT logs are representative of pore water pressures measured at the U2 location, just behind the cone tip, prior to the sleeve, as shown in the figure below. These measurements are considered to represent dynamic pore water pressures due to the local disturbance caused by the cone tip. Dynamic pore water pressure decay and static pore water pressure measurements are reported on a Pore Water Pressure Dissipation Graph. U11 U? U1 2/2010 BRAUN Sieve Analysis Of Soil 06/09/2023 INTERTEC ASTM D6913 The Scmnce You BwW On. 11001 Hampshire Avenue S Client: Project: Minneapolis, MN 55438 Phone: 952-995-2000 City of Monticello B2304496 505 Walnut St Ste 1 Monticello Public Works Facility Monticello, MN 55362 505 Walnut St Ste 1 Monticello, MN 55362 Sieve Size Passing (%) Specification 37.5 mm (1.5 inch) 100.0 30.8 Sample Information 88.5 Sample Number: 526262 Depth (ft): 2 Boring Number: ST -5 Sampled By: Drill Crew Sample Date: 06/09/2023 4.75 mm (No. 4) 69.2 Received Date: 06/09/2023 Lab: 11001 Hampshire Ave S, Bloomington, MN Tested Date: 06/09/2023 Tested By: Streier, Jim 16.4 Particle Size (mm) Laboratory Data 11.8 silt and gravel 150 pm (No. 100) 9.0 Sieve Size Passing (%) Specification 37.5 mm (1.5 inch) 100.0 30.8 25 mm (1 inch) 88.5 I 19 mm (3/4 inch) 83.5 D30 12.5 mm (1/2 inch) 82.1 I I I I I I I I 9.5 mm (3/8 inch) 78.4 3.304 4.75 mm (No. 4) 69.2 Cu 2 mm (No. 10) 51.7 850 pm (No. 20) 28.8 1.35 425 pm (No. 40) 16.4 Particle Size (mm) 250 pm (No. 60) 11.8 silt and gravel 150 pm (No. 100) 9.0 75 pm (No. 200) 7.0 Gravel (%) Sand (%) Silt & Clay 10 I I I I I 30.8 62.2 7.0 I I I I I I I I i D10 D30 D60 0 I I I I I I I I I I 0.186 0.910 3.304 0 Cu Cc 17.76 1.35 Particle Size (mm) Classification: SW -SM Well -graded sand with silt and gravel General Results: The test is for informational purposes Uncertainty was not taken into account in determining whether the test results meet the requirements. The results Page 1 of 1 included in this report relate only to the items inspected or tested. Sampled per project specifications or industry standards. Also, this report is for the exclusive use of the addressed parties. We assume no responsibility to other parties regarding this report. The information indicated in this report shall not be reproduced, except in full, without prior written approval. BRAUN Sieve Analysis Of Soil 06/09/2023 INTERTEC ASTM D6913 The Scmnce You BwW On. 11001 Hampshire Avenue S Client: Project: Minneapolis, MN 55438 Phone: 952-995-2000 City of Monticello B2304496 505 Walnut St Ste 1 Monticello Public Works Facility Monticello, MN 55362 505 Walnut St Ste 1 Monticello, MN 55362 Laboratory Data Sieve Size Passing (%) Specification 19 mm (3/4 inch) 100.0 79.0 Sample Information 97.2 Sample Number: 526263 Depth (ft): 7 Boring Number: ST -13 Sampled By: Drill Crew Sample Date: 06/09/2023 850 Nm (No. 20) 39.7 Received Date: 06/09/2023 Lab: 11001 Hampshire Ave S, Bloomington, MN Tested Date: 06/09/2023 Tested By: Streier, Jim Laboratory Data Sieve Size Passing (%) Specification 19 mm (3/4 inch) 100.0 79.0 12.5 mm (1/2 inch) 97.2 9.5 mm (3/8 inch) 94.1 24 4.75 mm (No. 4) 85.1 D60 2 mm (No. 10) 66.5 0.652 850 Nm (No. 20) 39.7 Cu 425 Nm (No. 40) 18.9 0 250 lam (No. 60) 10.9 150 Nm (No. 100) 8.0 75 prn (No. 200) 1 6.1 90 94 70 60 c 50 d4 Gravel (%) Sand (%) Silt & Clay 14.9 79.0 6.1 24 D10 D30 D60 0.219 0.652 1.721 10 Cu Cc 0 7.86 1.13 1110 Classification: SW -SM Well graded sand with silt General Results: The test is for informational purposes. Particle Size (mm) Uncertainty was not taken into account in determining whether the test results meet the requirements. The results Page 1 of 1 included in this report relate only to the items inspected or tested. Sampled per project specifications or industry standards. Also, this report is for the exclusive use of the addressed parties. We assume no responsibility to other parties regarding this report. The information indicated in this report shall not be reproduced, except in full, without prior written approval. MBOARD OF WATER AND SOIL RESOURCES Minnesota Wetland Conservation Act Notice of Decision Local Government Unit: City of Monticello County: Wright Applicant Name: City of Monticello (Matt Leonard) Applicant Representative: KES (Will Effertz) Project Name: School Blvd Site LGU Project No. (if any): 019645-000 Date Complete Application Received by LGU: 2/9/2022 (revised figure was sent 3/15/2022) Date of LGU Decision: 3/16/2022 Date this Notice was Sent: 3/16/2022 NCA Decision Type - check all that apply ® Wetland Boundary/Type ❑ Sequencing ❑ Replacement Plan ❑ Bank Plan (not credit purchase) ❑ No -Loss (8420.0415) ❑ Exemption (8420.0420) Part: ❑A❑B ❑C❑D❑E ❑F ❑G ❑H Subpart: ❑2❑3❑4❑5 ❑6❑7 ❑8❑9 teplacement Plan Impacts (replacement plan decisions only) Total WCA Wetland Impact Area: Wetland Replacement Type: ❑ Project Specific Credits: ❑ Bank Credits: Bank Account Number(s): Technical Evaluation Panel Findings and Recommendations (attach if any) ❑X Approve ❑ Approve w/Conditions ❑ Deny ❑ No TEP Recommendation LGU Decision ❑ Approved with Conditions (specify below)' ❑X Approved' ❑ Denied List Conditions: Decision -Maker for this Application: ❑X Staff ❑ Governing Board/Council ❑ Other: Decision is valid for: ❑X 5 years (default) ❑ Other (specify): ' Wetland Replacement Plan approval is not valid until BWSR confirms the withdrawal of any required wetland bank credits. For project - specific replacement a financial assurance per MN Rule 8420.0522, Subp. 9 and evidence that all required forms have been recorded on the title of the property on which the replacement wetland is located must be provided to the LGU for the approval to be valid. LGU Findings — Attach document(s) and/or insert narrative providing the basis Tor the LGU decision'. ❑ Attachment(s) (specify): ❑X Summary: A wetland report was submitted to the City of Monticello on February 9, 2022 for review and approval, originally requesting boundary/type and an incidental determination. The LGU requested aerial photo evidence or construction plans to support the incidental claim, but the applicant is not able to provide those at this time. A revised figure was submitted to the city on March 15, 2022 requesting a boundary/type approval only with no incidental determination. The WCA NOA was issued February 11, 2022 and the TEP reviewed the site prior to a formal application submittal November 16, 2021. Based on the delineation and field review, the LGU concurs with the wetland boundary/type of wetland 1 and the estimated boundary/type of the three Level 1 delineated wetlands within the area (ponds 1-3). The LGU also concurs with the results of the MnRAM that indicates that Wetland 1 is a Manage 2 wetland. I Findings must consider any TEP recommendations. BWSR NOD Form — November 12, 2019 1 Attached Project Documents ❑X Site Location Map ❑ Project Plan(s)/Descriptions/Reports (specify): Appeals of LGU Decisions If you wish to appeal this decision, you must provide a written request within 30 calendar days of the date you received the notice. All appeals must be submitted to the Board of Water and Soil Resources Executive Director along with a check payable to BWSR for $500 unless the LGU has adopted a local appeal process as identified below. The check must be sent by mail and the written request to appeal can be submitted by mail or e-mail. The appeal should include a copy of this notice, name and contact information of appellant(s) and their representatives (if applicable), a statement clarifying the intent to appeal and supporting information as to why the decision is in error. Send to: Appeals & Regulatory Compliance Coordinator Minnesota Board of Water & Soils Resources 520 Lafayette Road North St. Paul, MN 55155 travis.eermundson @state.mn.us Does the LGU have a local appeal process applicable to this decision? X❑ Yes' ❑ No 'If yes, all appeals must first be considered via the local appeals process. Local Appeals Submittal Requirements (LGU must describe how to appeal, submittal requirements, fees, etc. as applicable) Contact Rachel Leonard, City of Monticello, 505 Walnut Street, Monticello, MN 55362. Notice Distribution (include name) Required on all notices: ❑x SWCD TEP Member: Andrew Grean Andrew.grean@mn.nacdet.net ❑x BWSR TEP Member: Cade Steffenson cade.steffenson@state.mn.us ❑x LGU TEP Member (if different than LGU contact): Angela Schumann, angela.schumann@ci.monticello.mn.us ❑ DNR Representative: James Bedell James.Bedell@state.mn.us ❑ Watershed District or Watershed Mgmt. Org.: NA ❑X Applicant: Matt Leonard (matt.leonard@ci.monticello.mn.us) ❑X Agent/Consultant: Will Effertz (will@kjolhaugenv.com ) 3ptional or As Applicable: ❑x Corps of Engineers: usace_requests_mn@usace.army.mil ❑ BWSR Wetland Mitigation Coordinator (required for bank plan applications only): ❑ Members of the Public (notice only): ❑ Other: Signature: Date: 3/16/2022 This notice and accompanying application materials may be sent electronically or by mail. The LGU may opt to send a summary of the application to members of the public upon request per 8420.0255, Subp. 3. BWSR NOD Form — November 12, 2019 2 Figure 2 - Existing Conditions (2019 FSA Photo) N 0 400 6=ff===� Feet �. ujOLT u�HATT 1 G ENVIRONMENTAL SERVICES COMPANY tier Source: MNGEO Spatial Commons School Boulevard Site (KES 2021-257) Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. Figure 2 - Existing Conditions (2019 FSA Photo) N 0 400 6=ff===� Feet �. ujOLT u�HATT 1 G ENVIRONMENTAL SERVICES COMPANY tier Source: MNGEO Spatial Commons School Boulevard Site (KES 2021-257) Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. 2 0 U (D. Z LU M U) 0 0 00 M Z 2 Cli J 0 a a LU Z Z 2 0 0 co LU U, W 7) Z W a a Z LU X 0 wsbC,' Memorandum To: Matt Leonard, Public Works Director/City Engineer, City of Monticello From: Dustin Simonson, Environmental Scientist, WSB Copy: Emily Ball, Forestry Program Manager, WSB Vicki VanDell, Senior Project Manager, WSB Date: July 25, 2023 Re: Monticello Public Works Tree Survey WSB Project No. 022411-000 Introduction On July 20, 2023, WSB completed a tree survey for the City of Monticello. The tree survey extent was confined to the project area identified on Figure 1. The total area was approximately 19.7 acres. The tree survey was conducted to create a tree preservation and replacement plan in compliance with the City of Monticello's code 153.061 Tree Protection. Methodology Setting and Conditions The general setting includes undulating topography, open fields, and wooded areas. Past site use most likely involved tree clearing, creating a primarily open site with a small, wooded area and a few scattered trees. The trees identified were primarily native tree species. Trees that met the requirements for a Specimen tree were also denoted in the data table. Data Collection and Methods WSB used a sub -meter accuracy handheld GPS to record the location of each qualifying tree. An Arc GIS Shapefile of the data will be provided for planning purposes. WSB recorded the species, size (stem diameter), condition/health, and location. Size was measured by using a diameter (DBH) tape around each tree. All dead trees were excluded from the survey. In addition, if a tree was multi-stem/trunk it was denoted in the data table, and each trunk was measured and tallied. Canopy, Understory and Specimen Tree Definitions WSB included those species that measured 6" diameter and larger for future tree removal quantification. All trees were denoted as either "Canopy" or "Understory," and if they met the "Specimen" tree classifications, they were selected the database (Attachment A). The city defines a "Canopy" tree as: A tree that has an expected height at maturity of 30 feet or more, and an "Understory" tree as: A tree that has an expected height at maturity of no greater than 30 feet. The city defines an "Ornamental" tree as: A small tree that has high visual impact typically grown for the beauty of its foliage and flowers rather than its functional reasons. WSB determined if the inventoried trees met "Specimen" tree classification. KA02241 1 -000\Admin\Docs\Tree Survey\22411 - MEMO - Tree Survey _Final.docx Monticello Public Works July 25, 2023 Page 2 The city defines a "Specimen" tree as: Any canopy tree with a DBH of 36 inches or more and any understory or ornamental tree with a DBH of ten inches or more that is not exempted as a specimen tree by this chapter. WSB determined trees that were rated as "fair" and "good" condition met the "healthy tree" definition. Results The locations of the trees are generally depicted in Figure 1. The tabular data are included in Attachment A. In summary, there were 188 trees surveyed within the Monticello Public Works project area. Table 1 includes the tree survey species distribution summary and the number of diameter inches for each within the project area. Table 1 — Tree Survey Species Distribution and Diameter inches Summary Species Common Name Species Scientific Name Total Diameter Inches Apple Malus pumila 26 Black Cherry Prunus serotina 185 Boxelder Acer ne undo 379 Crab apple Malus s Ivestris 17 Eastern Redcedar Juni erus vir iniana 124 Eastern White Pine Pinus strobus 26 Hackberry Celtis occidentalis 46 Siberian Elm Ulmus pumila 1103 Total 1,906 Table 2 — Number of Specimen Trees Designation Total Specimen 1 No designation* 187 *No designation are trees that were inventoried that did not meet the "Specimen" definition Table 3 — Number of Canopy vs Understo /Ornamental Trees Desi nation Total Canopy 183 Understor /Ornamental 5 Summary In summary, WSB surveyed 188 trees. By the city's definition, one of the trees were considered "Specimen" trees. There were a total of 187 trees that were inventoried that did not meet the definition of a "Specimen" tree. A total of 1,906 caliper inches were surveyed within the property. If you have questions regarding this tree survey, please contact me at 612.655.5609 or dsimonson(abwsbena.com. Figure 1: Tree Survey Map Attachment A: Tabular Data (Excel file) and GIS Data 0 � r' l T ■ � D c 3 m 0 T� m 0 • a •f r ` � ar r �• o r f r� • � irc - — m co o 00 W , • ; r + '000. 0 L � 7 D c F i c , P 00 00 o Q W �Q Q ' • ' r ,r,� a �� C t Ot 1� W O . f'0 O 0 0 — - �b ;• �r00 .0 tt t Q r 0 rr r s1 b r + •' ,, 0�O oO v� j #QO Mt0 C) .•i r-VoW'/o .� 4 'wwI it 4P- • '� Rr==rrr+ a }} � �" o Apple 0 Boxelder • o Crabapple * '•; + _a O Eastern Redcedar {+ o Eastern White Pine o Hackberry Pat".h f o Siberian Elm o Black Cherry Figure 1 - Tree Survey N :�rr c�i _ Monticello Public Works Monticello Monticello, MN 0 225 i n ' Feet V V S b 1 inch = 225 feet 138 Apple 141 Apple 137 Apple 15 Black Cherry Malus Malus Malus Prunus pumila pumila pumila serotina 6 Good 8 Good 12 Good 6 Fair TreeType Understory Understory Understory Canopy Specimen Tree No No No INo damage No No No No No No No No 22 Black Cherry Prunus serotina 7 Good Canopy No No No 57 Black Cherry Prunus serotina 7 Good Canopy No No No 12 Black Cherry Prunus serotina 8 Good Canopy No No No 50 Black Cherry Prunus serotina 8 Poor Canopy No Yes No 46 Black Cherry Prunus serotina 9 Good Canopy No No No 7 Black Cherry Prunus serotina 10 Good Canopy No No No 14 Black Cherry Prunus serotina 10 Good Canopy No No No 53 Black Cherry Prunus serotina 10 Good Canopy No No No 90 Black Cherry Prunus serotina 10 Fair Canopy No No No 17 Black Cherry Prunus serotina 11 Good Canopy No No No 8 Black Cherry Prunus serotina 12 Good Canopy No No No 11 Black Cherry Prunus serotina 12 Good Canopy No No No 152 Black Cherry Prunus serotina 14 Good Canopy No No No 27 Black Cherry Prunus serotina 16 Good Canopy No No No 94 Black Cherry Prunus serotina 16 Good Canopy No No No 183 Black Cherry Prunus serotina 19 Good Canopy No No No Split trunk 16 19 14 79 Boxelder Acer negundo 6 Fair Canopy No No No 92 Boxelder Acer negundo 6 Good Canopy No No No 21 Boxelder Acer negundo 7 Fair Canopy No Yes No 39 Boxelder Acer negundo 7 Poor Canopy No No No 78 Boxelder Acer negundo 7 Good Canopy No No No 107 Boxelder Acer negundo 7 Good Canopy No No No 19 Boxelder Acer negundo 8 Dead or Dying Canopy No Yes No 34 Boxelder Acer negundo 8 Good Canopy No No No 67 Boxelder Acer negundo 8 Poor Canopy No Yes No 76 Boxelder Acer negundo 8 Fair Canopy No No No 80 Boxelder Acer negundo 8 Good Canopy No No No 102 Boxelder Acer negundo 8 Fair Canopy No Yes No 182 Boxelder Acer negundo 8 Good Canopy No No No 9 Boxelder Acer negundo 10 Fair Canopy No No No 23 Boxelder Acer negundo 10 Dead or Dying Canopy No Yes No 24 Boxelder Acer negundo 10 Poor Canopy No Yes No 31 Boxelder Acer negundo 10 Good Canopy No No No 56 Boxelder Acer negundo 10 Poor Canopy No Yes No 58 Boxelder Acer negundo 10 Fair Canopy No No No 158 Boxelder Acer negundo 10 Good Canopy No No No 159 Boxelder Acer negundo 10 Good Canopy No No No 160 Boxelder Acer negundo 10 Good Canopy No No No 16 Boxelder Acer negundo 11 Good Canopy No No No 30 Boxelder Acer negundo 11 Fair Canopy No No No 44 Boxelder Acer negundo 11 Good Canopy No No No 33 Boxelder Acer negundo 12 Good Canopy No Yes No 77 Boxelder Acer negundo 12 Good Canopy No No No 81 Boxelder Acer negundo 12 Good Canopy No No No 6 Boxelder Acer negundo 14 Fair Canopy No Yes No 45 Boxelder Acer negundo 14 Fair Canopy No No No 73 Boxelder Acer negundo 14 Poor Canopy No Yes No 172 Boxelder Acer negundo 14 Good Canopy No No No 13 Boxelder Acer negundo 16 Fair Canopy No Yes No 105 Boxelder Acer negundo 16 Good Canopy No No No 156 Boxelder Acer negundo 16 Good Canopy No No No 170 Boxelder 75 Crabapple 149 Crabapple 28 Eastern Redcedar Acer Malus Malus Juniperus negundo virginiana 20 Good 6 Good 11 Good 9 Good Canopy Understory Understory Canopy No No No No No No No No No No No No 61 Eastern Redcedar Juniperus virginiana 9 Good Canopy No No No 142 Eastern Redcedar Juniperus virginiana 9 Good Canopy No No No 51 Eastern Redcedar Juniperus virginiana 10 Good Canopy No No No 85 Eastern Redcedar Juniperus virginiana 10 Good Canopy No No No 89 Eastern Redcedar Juniperus virginiana 10 Fair Canopy No Yes No 93J Eastern Redcedar Juniperus virginiana 10 Good Canopy No No No Tree Survey Table Final 95 Eastern Redcedar Juniperus virginiana 10 Good Canopy No No No 96 Eastern Redcedar Juniperus virginiana 10 Good Canopy No No No 41 Eastern Redcedar Juniperus virginiana 11 Good Canopy No No No 84 Eastern Redcedar Juniperus virginiana 12 Good Canopy No No No 88 Eastern Redcedar Juniperus virginiana 14 Good Canopy No No No 25 Eastern White Pine Pinus strobus virginiana 26 Good Canopy No No No 18 Hackberry Celtis Occidentalis 10 Good Canopy No No No 20 Hackberry Celtis Occidentalis 141 Good Canopy No No No Split trunk 14 12 165 Hackberry Celtis Occidentalis 22 Good Canopy No No No 38 Siberian Elm Ulmus pumila 6 Good Canopy No No No 42 Siberian Elm Ulmus pumila 6 Good Canopy No Yes Yes 47 Siberian Elm Ulmus pumila 6 Good Canopy No No No 48 Siberian Elm Ulmus pumila 6 Good Canopy No No No 60 Siberian Elm Ulmus pumila 6 Good Canopy No No No 63 Siberian Elm Ulmus pumila 6 Good Canopy No No No 64 Siberian Elm Ulmus pumila 6 Good Canopy No No No 65 Siberian Elm Ulmus pumila 6 Good Canopy No No No 69 Siberian Elm Ulmus pumila 6 Good Canopy No No No 70 Siberian Elm Ulmus pumila 6 Good Canopy No No No 98 Siberian Elm Ulmus pumila 6 Good Canopy No No No 109 Siberian Elm Ulmus pumila 6 Good Canopy No No No 114 Siberian Elm Ulmus pumila 6 Good Canopy No No No 119 Siberian Elm Ulmus pumila 6 Fair Canopy No No No 127 Siberian Elm Ulmus pumila 6 Good Canopy No No No 133 Siberian Elm Ulmus pumila 6 Good Canopy No No No 143 Siberian Elm Ulmus pumila 6 Good Canopy No No No 148 Siberian Elm Ulmus pumila 6 Good Canopy No No No 151 Siberian Elm Ulmus pumila 6 Good Canopy No No No 154 Siberian Elm Ulmus pumila 6 Good Canopy No No No 155 Siberian Elm Ulmus pumila 6 Good Canopy No No No 162 Siberian Elm Ulmus pumila 6 Good Canopy No No No 163 Siberian Elm Ulmus pumila 6 Good Canopy No No No 178 Siberian Elm Ulmus pumila 6 Good Canopy No No No 179 Siberian Elm Ulmus pumila 6 Good Canopy No No No 55 Siberian Elm Ulmus pumila 7 Fair Canopy No No No 66 Siberian Elm Ulmus pumila 7 Good Canopy No No No 74 Siberian Elm Ulmus pumila 7 Good Canopy No No No 101 Siberian Elm Ulmus pumila 7 Good Canopy No No No 103 Siberian Elm Ulmus pumila 7 Good Canopy No No No 106 Siberian Elm Ulmus pumila 7 Good Canopy No No No 115 Siberian Elm Ulmus pumila 7 Good Canopy No No No 118 Siberian Elm Ulmus pumila 7 Good Canopy No No No 123 Siberian Elm Ulmus pumila 7 Good Canopy No No No 129 Siberian Elm Ulmus pumila 7 Fair Canopy No No No 132 Siberian Elm Ulmus pumila 7 Good Canopy No No No 135 Siberian Elm Ulmus pumila 7 Good Canopy No No No 164 Siberian Elm Ulmus pumila 7 Good Canopy No No No 181 Siberian Elm Ulmus pumila 7 Good Canopy No No No 191 Siberian Elm Ulmus pumila 7 Good Canopy No No No 5 Siberian Elm Ulmus pumila 8 Fair Canopy No No No 10 Siberian Elm Ulmus pumila 8 Good Canopy No No No 32 Siberian Elm Ulmus pumila 8 Good Canopy No No No 35 Siberian Elm Ulmus pumila 8 Good Canopy No No No 59 Siberian Elm Ulmus pumila 8 Good Canopy No No No 62 Siberian Elm Ulmus pumila 8 Good Canopy No No No 82 Siberian Elm Ulmus pumila 8 Good Canopy No No No 83 Siberian Elm Ulmus pumila 8 Fair Canopy No No No 104 Siberian Elm Ulmus pumila 8 Good Canopy No No No 110 Siberian Elm Ulmus pumila 8 Fair Canopy No No No 111 Siberian Elm Ulmus pumila 8 Good Canopy No No No 113 Siberian Elm Ulmus pumila 8 Good Canopy No No No 116 Siberian Elm Ulmus pumila 8 Good Canopy No No No 120 Siberian Elm Ulmus pumila 8 Good Canopy No No No 121 Siberian Elm Ulmus pumila 8 Good Canopy No No No 122 Siberian Elm Ulmus pumila 8 Good Canopy No No No 1251 Siberian Elm Ulmus purnila 8 Good Cano No No No Tree Survey Table Final 128 Siberian Elm Ulmus pumila 8 Good Canopy No No No 150 Siberian Elm Ulmus pumila 8 Good Canopy No No No 161 Siberian Elm Ulmus pumila 8 Good Canopy No No No 169 Siberian Elm Ulmus pumila 8 Good Canopy No No No 171 Siberian Elm Ulmus pumila 8 Good Canopy No No No 175 Siberian Elm Ulmus pumila 8 Good Canopy No No No 176 Siberian Elm Ulmus pumila 8 Good Canopy No No No 185 Siberian Elm Ulmus pumila 8 Good Canopy No No No 188 Siberian Elm Ulmus pumila 8 Good Canopy No No No 189 Siberian Elm Ulmus pumila 8 Good Canopy No No No 190 Siberian Elm Ulmus pumila 8 Good Canopy No No No 192 Siberian Elm Ulmus pumila 8 Good Canopy No No No 43 Siberian Elm Ulmus pumila 9 Good Canopy No No No 68 Siberian Elm Ulmus pumila 9 Good Canopy No No No 124 Siberian Elm Ulmus pumila 9 Fair Canopy No No No 130 Siberian Elm Ulmus pumila 9 Good Canopy No No No 144 Siberian Elm Ulmus pumila 9 Good Canopy No No No 37 Siberian Elm Ulmus pumila 10 Fair Canopy No Yes No 71 Siberian Elm Ulmus pumila 10 Good Canopy No No No 72 Siberian Elm Ulmus pumila 10 Good Canopy No No No 117 Siberian Elm Ulmus pumila 10 Good Canopy No No No 131 Siberian Elm Ulmus pumila 10 Good Canopy No No No 134 Siberian Elm Ulmus pumila 10 Good Canopy No No No 139 Siberian Elm Ulmus pumila 10 Good Canopy No No No 168 Siberian Elm Ulmus pumila 10 Good Canopy No No No 173 Siberian Elm Ulmus pumila 10 Good Canopy No No No 174 Siberian Elm Ulmus pumila 10 Good Canopy No No No 180 Siberian Elm Ulmus pumila 10 Good Canopy No No No 184 Siberian Elm Ulmus pumila 10 Good Canopy No No No 147 Siberian Elm Ulmus pumila 11 Good Canopy No No No 26 Siberian Elm Ulmus pumila 12 Good Canopy No No No 86 Siberian Elm Ulmus pumila 12 Good Canopy No No No 99 Siberian Elm Ulmus pumila 12 Good Canopy No No No 100 Siberian Elm Ulmus pumila 12 Good Canopy No No No 126 Siberian Elm Ulmus pumila 12 Good Canopy No No No 140 Siberian Elm Ulmus pumila 12 Good Canopy No No No 145 Siberian Elm Ulmus pumila 12 Good Canopy No No No 157 Siberian Elm Ulmus pumila 12 Good Canopy No No No 36 Siberian Elm Ulmus pumila 13 Good Canopy No No No 54 Siberian Elm Ulmus pumila 13 Good Canopy No No No 29 Siberian Elm Ulmus pumila 14 Good Canopy No No No 52 Siberian Elm Ulmus pumila 14 Good Canopy No No No 108 Siberian Elm Ulmus pumila 14 Good Canopy No No No 153 Siberian Elm Ulmus pumila 14 Good Canopy No No No 167 Siberian Elm Ulmus pumila 14 Good Canopy No No No 186 Siberian Elm Ulmus pumila 14 Good Canopy No No No 91 Siberian Elm Ulmus pumila 16 Good Canopy No No No 136 Siberian Elm Ulmus pumila 16 Good Canopy No No No 146 Siberian Elm Ulmus pumila 16 Good Canopy No No No 177 Siberian Elm Ulmus pumila 16 Good Canopy No No No 187 Siberian Elm Ulmus pumila 16 Good Canopy No No No 40 Siberian Elm Ulmus pumila 18 Good Canopy No No No Split trunk 18 16 87 Siberian Elm Ulmus pumila 18 Good Canopy No No No 166 Siberian Elm Ulmus pumila 18 Good Canopy No No No 112 Siberian Elm Ulmus pumila 22 Good Canopy No No No 97 Siberian Elm Ulmus pumila 24 Good Canopy No No No 49 Siberian Elm Ulmus pumila 54 Good -Canopy Yes No No Tree Survey Table Final 138 Apple 141 Apple 137 Apple 15 Black Cherry Malus Malus Malus Prunus pumila pumila pumila serotina 6 Good 8 Good 12 Good 6 Fair TreeType Understory Understory Understory Canopy Specimen Tree No No No INo damage No No No No No No No No 22 Black Cherry Prunus serotina 7 Good Canopy No No No 57 Black Cherry Prunus serotina 7 Good Canopy No No No 12 Black Cherry Prunus serotina 8 Good Canopy No No No 50 Black Cherry Prunus serotina 8 Poor Canopy No Yes No 46 Black Cherry Prunus serotina 9 Good Canopy No No No 7 Black Cherry Prunus serotina 10 Good Canopy No No No 14 Black Cherry Prunus serotina 10 Good Canopy No No No 53 Black Cherry Prunus serotina 10 Good Canopy No No No 90 Black Cherry Prunus serotina 10 Fair Canopy No No No 17 Black Cherry Prunus serotina 11 Good Canopy No No No 8 Black Cherry Prunus serotina 12 Good Canopy No No No 11 Black Cherry Prunus serotina 12 Good Canopy No No No 152 Black Cherry Prunus serotina 14 Good Canopy No No No 27 Black Cherry Prunus serotina 16 Good Canopy No No No 94 Black Cherry Prunus serotina 16 Good Canopy No No No 183 Black Cherry Prunus serotina 19 Good Canopy No No No Split trunk 16 19 14 79 Boxelder Acer negundo 6 Fair Canopy No No No 92 Boxelder Acer negundo 6 Good Canopy No No No 21 Boxelder Acer negundo 7 Fair Canopy No Yes No 39 Boxelder Acer negundo 7 Poor Canopy No No No 78 Boxelder Acer negundo 7 Good Canopy No No No 107 Boxelder Acer negundo 7 Good Canopy No No No 19 Boxelder Acer negundo 8 Dead or Dying Canopy No Yes No 34 Boxelder Acer negundo 8 Good Canopy No No No 67 Boxelder Acer negundo 8 Poor Canopy No Yes No 76 Boxelder Acer negundo 8 Fair Canopy No No No 80 Boxelder Acer negundo 8 Good Canopy No No No 102 Boxelder Acer negundo 8 Fair Canopy No Yes No 182 Boxelder Acer negundo 8 Good Canopy No No No 9 Boxelder Acer negundo 10 Fair Canopy No No No 23 Boxelder Acer negundo 10 Dead or Dying Canopy No Yes No 24 Boxelder Acer negundo 10 Poor Canopy No Yes No 31 Boxelder Acer negundo 10 Good Canopy No No No 56 Boxelder Acer negundo 10 Poor Canopy No Yes No 58 Boxelder Acer negundo 10 Fair Canopy No No No 158 Boxelder Acer negundo 10 Good Canopy No No No 159 Boxelder Acer negundo 10 Good Canopy No No No 160 Boxelder Acer negundo 10 Good Canopy No No No 16 Boxelder Acer negundo 11 Good Canopy No No No 30 Boxelder Acer negundo 11 Fair Canopy No No No 44 Boxelder Acer negundo 11 Good Canopy No No No 33 Boxelder Acer negundo 12 Good Canopy No Yes No 77 Boxelder Acer negundo 12 Good Canopy No No No 81 Boxelder Acer negundo 12 Good Canopy No No No 6 Boxelder Acer negundo 14 Fair Canopy No Yes No 45 Boxelder Acer negundo 14 Fair Canopy No No No 73 Boxelder Acer negundo 14 Poor Canopy No Yes No 172 Boxelder Acer negundo 14 Good Canopy No No No 13 Boxelder Acer negundo 16 Fair Canopy No Yes No 105 Boxelder Acer negundo 16 Good Canopy No No No 156 Boxelder Acer negundo 16 Good Canopy No No No 170 Boxelder 75 Crabapple 149 Crabapple 28 Eastern Redcedar Acer Malus Malus Juniperus negundo virginiana 20 Good 6 Good 11 Good 9 Good Canopy Understory Understory Canopy No No No No No No No No No No No No 61 Eastern Redcedar Juniperus virginiana 9 Good Canopy No No No 142 Eastern Redcedar Juniperus virginiana 9 Good Canopy No No No 51 Eastern Redcedar Juniperus virginiana 10 Good Canopy No No No 85 Eastern Redcedar Juniperus virginiana 10 Good Canopy No No No 89 Eastern Redcedar Juniperus virginiana 10 Fair Canopy No Yes No 93J Eastern Redcedar Juniperus virginiana 10 Good Canopy No No No Tree Survey Table Final 95 Eastern Redcedar Juniperus virginiana 10 Good Canopy No No No 96 Eastern Redcedar Juniperus virginiana 10 Good Canopy No No No 41 Eastern Redcedar Juniperus virginiana 11 Good Canopy No No No 84 Eastern Redcedar Juniperus virginiana 12 Good Canopy No No No 88 Eastern Redcedar Juniperus virginiana 14 Good Canopy No No No 25 Eastern White Pine Pinus strobus virginiana 26 Good Canopy No No No 18 Hackberry Celtis Occidentalis 10 Good Canopy No No No 20 Hackberry Celtis Occidentalis 141 Good Canopy No No No Split trunk 14 12 165 Hackberry Celtis Occidentalis 22 Good Canopy No No No 38 Siberian Elm Ulmus pumila 6 Good Canopy No No No 42 Siberian Elm Ulmus pumila 6 Good Canopy No Yes Yes 47 Siberian Elm Ulmus pumila 6 Good Canopy No No No 48 Siberian Elm Ulmus pumila 6 Good Canopy No No No 60 Siberian Elm Ulmus pumila 6 Good Canopy No No No 63 Siberian Elm Ulmus pumila 6 Good Canopy No No No 64 Siberian Elm Ulmus pumila 6 Good Canopy No No No 65 Siberian Elm Ulmus pumila 6 Good Canopy No No No 69 Siberian Elm Ulmus pumila 6 Good Canopy No No No 70 Siberian Elm Ulmus pumila 6 Good Canopy No No No 98 Siberian Elm Ulmus pumila 6 Good Canopy No No No 109 Siberian Elm Ulmus pumila 6 Good Canopy No No No 114 Siberian Elm Ulmus pumila 6 Good Canopy No No No 119 Siberian Elm Ulmus pumila 6 Fair Canopy No No No 127 Siberian Elm Ulmus pumila 6 Good Canopy No No No 133 Siberian Elm Ulmus pumila 6 Good Canopy No No No 143 Siberian Elm Ulmus pumila 6 Good Canopy No No No 148 Siberian Elm Ulmus pumila 6 Good Canopy No No No 151 Siberian Elm Ulmus pumila 6 Good Canopy No No No 154 Siberian Elm Ulmus pumila 6 Good Canopy No No No 155 Siberian Elm Ulmus pumila 6 Good Canopy No No No 162 Siberian Elm Ulmus pumila 6 Good Canopy No No No 163 Siberian Elm Ulmus pumila 6 Good Canopy No No No 178 Siberian Elm Ulmus pumila 6 Good Canopy No No No 179 Siberian Elm Ulmus pumila 6 Good Canopy No No No 55 Siberian Elm Ulmus pumila 7 Fair Canopy No No No 66 Siberian Elm Ulmus pumila 7 Good Canopy No No No 74 Siberian Elm Ulmus pumila 7 Good Canopy No No No 101 Siberian Elm Ulmus pumila 7 Good Canopy No No No 103 Siberian Elm Ulmus pumila 7 Good Canopy No No No 106 Siberian Elm Ulmus pumila 7 Good Canopy No No No 115 Siberian Elm Ulmus pumila 7 Good Canopy No No No 118 Siberian Elm Ulmus pumila 7 Good Canopy No No No 123 Siberian Elm Ulmus pumila 7 Good Canopy No No No 129 Siberian Elm Ulmus pumila 7 Fair Canopy No No No 132 Siberian Elm Ulmus pumila 7 Good Canopy No No No 135 Siberian Elm Ulmus pumila 7 Good Canopy No No No 164 Siberian Elm Ulmus pumila 7 Good Canopy No No No 181 Siberian Elm Ulmus pumila 7 Good Canopy No No No 191 Siberian Elm Ulmus pumila 7 Good Canopy No No No 5 Siberian Elm Ulmus pumila 8 Fair Canopy No No No 10 Siberian Elm Ulmus pumila 8 Good Canopy No No No 32 Siberian Elm Ulmus pumila 8 Good Canopy No No No 35 Siberian Elm Ulmus pumila 8 Good Canopy No No No 59 Siberian Elm Ulmus pumila 8 Good Canopy No No No 62 Siberian Elm Ulmus pumila 8 Good Canopy No No No 82 Siberian Elm Ulmus pumila 8 Good Canopy No No No 83 Siberian Elm Ulmus pumila 8 Fair Canopy No No No 104 Siberian Elm Ulmus pumila 8 Good Canopy No No No 110 Siberian Elm Ulmus pumila 8 Fair Canopy No No No 111 Siberian Elm Ulmus pumila 8 Good Canopy No No No 113 Siberian Elm Ulmus pumila 8 Good Canopy No No No 116 Siberian Elm Ulmus pumila 8 Good Canopy No No No 120 Siberian Elm Ulmus pumila 8 Good Canopy No No No 121 Siberian Elm Ulmus pumila 8 Good Canopy No No No 122 Siberian Elm Ulmus pumila 8 Good Canopy No No No 1251 Siberian Elm Ulmus purnila 8 Good Cano No No No Tree Survey Table Final 128 Siberian Elm Ulmus pumila 8 Good Canopy No No No 150 Siberian Elm Ulmus pumila 8 Good Canopy No No No 161 Siberian Elm Ulmus pumila 8 Good Canopy No No No 169 Siberian Elm Ulmus pumila 8 Good Canopy No No No 171 Siberian Elm Ulmus pumila 8 Good Canopy No No No 175 Siberian Elm Ulmus pumila 8 Good Canopy No No No 176 Siberian Elm Ulmus pumila 8 Good Canopy No No No 185 Siberian Elm Ulmus pumila 8 Good Canopy No No No 188 Siberian Elm Ulmus pumila 8 Good Canopy No No No 189 Siberian Elm Ulmus pumila 8 Good Canopy No No No 190 Siberian Elm Ulmus pumila 8 Good Canopy No No No 192 Siberian Elm Ulmus pumila 8 Good Canopy No No No 43 Siberian Elm Ulmus pumila 9 Good Canopy No No No 68 Siberian Elm Ulmus pumila 9 Good Canopy No No No 124 Siberian Elm Ulmus pumila 9 Fair Canopy No No No 130 Siberian Elm Ulmus pumila 9 Good Canopy No No No 144 Siberian Elm Ulmus pumila 9 Good Canopy No No No 37 Siberian Elm Ulmus pumila 10 Fair Canopy No Yes No 71 Siberian Elm Ulmus pumila 10 Good Canopy No No No 72 Siberian Elm Ulmus pumila 10 Good Canopy No No No 117 Siberian Elm Ulmus pumila 10 Good Canopy No No No 131 Siberian Elm Ulmus pumila 10 Good Canopy No No No 134 Siberian Elm Ulmus pumila 10 Good Canopy No No No 139 Siberian Elm Ulmus pumila 10 Good Canopy No No No 168 Siberian Elm Ulmus pumila 10 Good Canopy No No No 173 Siberian Elm Ulmus pumila 10 Good Canopy No No No 174 Siberian Elm Ulmus pumila 10 Good Canopy No No No 180 Siberian Elm Ulmus pumila 10 Good Canopy No No No 184 Siberian Elm Ulmus pumila 10 Good Canopy No No No 147 Siberian Elm Ulmus pumila 11 Good Canopy No No No 26 Siberian Elm Ulmus pumila 12 Good Canopy No No No 86 Siberian Elm Ulmus pumila 12 Good Canopy No No No 99 Siberian Elm Ulmus pumila 12 Good Canopy No No No 100 Siberian Elm Ulmus pumila 12 Good Canopy No No No 126 Siberian Elm Ulmus pumila 12 Good Canopy No No No 140 Siberian Elm Ulmus pumila 12 Good Canopy No No No 145 Siberian Elm Ulmus pumila 12 Good Canopy No No No 157 Siberian Elm Ulmus pumila 12 Good Canopy No No No 36 Siberian Elm Ulmus pumila 13 Good Canopy No No No 54 Siberian Elm Ulmus pumila 13 Good Canopy No No No 29 Siberian Elm Ulmus pumila 14 Good Canopy No No No 52 Siberian Elm Ulmus pumila 14 Good Canopy No No No 108 Siberian Elm Ulmus pumila 14 Good Canopy No No No 153 Siberian Elm Ulmus pumila 14 Good Canopy No No No 167 Siberian Elm Ulmus pumila 14 Good Canopy No No No 186 Siberian Elm Ulmus pumila 14 Good Canopy No No No 91 Siberian Elm Ulmus pumila 16 Good Canopy No No No 136 Siberian Elm Ulmus pumila 16 Good Canopy No No No 146 Siberian Elm Ulmus pumila 16 Good Canopy No No No 177 Siberian Elm Ulmus pumila 16 Good Canopy No No No 187 Siberian Elm Ulmus pumila 16 Good Canopy No No No 40 Siberian Elm Ulmus pumila 18 Good Canopy No No No Split trunk 18 16 87 Siberian Elm Ulmus pumila 18 Good Canopy No No No 166 Siberian Elm Ulmus pumila 18 Good Canopy No No No 112 Siberian Elm Ulmus pumila 22 Good Canopy No No No 97 Siberian Elm Ulmus pumila 24 Good Canopy No No No 49 Siberian Elm Ulmus pumila 54 Good -Canopy Yes No No Tree Survey Table Final 11 onticello November 29, 2023 Re: Public Works OFFICE: 763-295-2711 FAX: 763-295-4404 505 Walnut Street Suite 1 I Monticello, MN 55362 The Engineering Department has reviewed the Civil Plan Set dated 11/10/23 as prepared by WSB and offers the following comments: General Comments 1. Where is mobile home park monitoring station being relocated? Verify location of Sanitary Sewer line and show on plans. 2. Verify Water and sewer separation distances between existing sewer line to mobile home park and new looped watermain. 3. Consider constructing sidewalk to water tower access road. 4. Reduce pipes or change to concrete channel between infiltration basin and pond if possible. 5. Add handicap stalls in employee parking. 6. SWPPP will be reviewed with final plans, NPDES permit will be required. 7. Retaining walls over 4' shall be designed by professional engineer and include railing or fence. 8. Show NWL and HWL pond elevations on grading plan. 9. Tracer wire shall follow Appendix D for utilities: https://www.ci.monticello.mn.us/DocumentCenter/View/881/Appendix-D-Tracer-Wire 10. Show % slope on parking lot and curb lines. Please have the applicant provide a written response addressing the comments above. Please contact the Engineering Department with any questions. Sincerely, Ryan Melhouse Project Engineer www.ci.monticello.mn.us FUTURE LAND USE MAP MIXED NEIGHBORHOOD (MN) The Mixed Neighborhood designation applies to areas of the City intended for mixed land use types including single-family detached housing, duplexes, townhomes, and medium - density multi -family buildings as well as small scale commercial uses. Residential densities in these areas generally range between 8 and 12 units per acre, corresponding to site area allowances of 3,500-5,400 square feet per unit. These areas are residential in character but could also have neighborhood serving commercial uses that provide for the sale of goods and services generally needed on a day-to-day basis. The character of these areas is defined by the limited scale of businesses operating in these designations and may include local services, offices, small-scale retail stores and childcare centers. Other compatible uses, such as schools, nursing homes, fraternal organizations, private parks and religious facilities may also locate in this designation. Residential • Single -Family Residential • Two -Family Residential • Multi -Family Residential • Senior Living Facility Commercial • Small Scale Office/ Retail • Daycare Centers • Personal Service Public/institutional • Schools Recreational • Parks/Playgrounds Open Space • Sensitive Habitat MONTICELLO 2040 VISION + PLAN Primary Mode Vehicular (slow speeds) Secondary Mode R. Pedestrian paths /1 and trails C�b Bicycle facilities and parking Transit or Shuttle Service • Density - 8-12 units/acre (Low -Mid Density Residential) • Height - 1-2 stories • Lot Area - 3,500-5,400 sq. ft. per unit 2018 Correlating Zoning District TN Traditional Neighborhood District R-2 Single and Two Family Residence District R-3 Medium Density Residential District B-1 Neighborhood Business District VISUAL EXAMPLE PUBLIC AND INSTITUTIONAL (P) The Public and Institutional designation generally applies to non -open space properties owned by public agencies or utilities. The designation includes City -owned properties, libraries, public schools, hospitals, water and sanitary district facilities, other utilities, and other federal, state, county, township and local government facilities. Other allowable uses on property designated as Public and Institutional are determined on case-by-case basis. Public/Institutional • Public Administration and City -Owned Facilities • Library • Museums • U.S. Post Office • Public Schools • Utility Facilities Commercial • Day Care Recreational • Plaza • Public space • Floor Area Ratio (FAR) Corresponding zoning district standards ♦1 2098 Correlating J Zoning District Permitted in many zoning districts MONTICELLO 2040 VISION + PLAN 83 Primary Mode Vehicular with access to collectors and arterials l� Transit or shuttle service Secondary Mode Pedestrian -friendly streetscape Bicycle facilities and parking • Floor Area Ratio (FAR) Corresponding zoning district standards ♦1 2098 Correlating J Zoning District Permitted in many zoning districts MONTICELLO 2040 VISION + PLAN 83 Planning Commission Agenda: 12/05/23 3A. Consideration of a recommendation for Planning Commission a000intment for expiring term for Teri Lehner. ALTERNATIVE ACTIONS 1. Motion to recommend Commissioner Teri Lehner for a three-year term to the Planning Commission, effective January 1, 2024. 2. Motion of other. REFERENCE AND BACKGROUND The Commission is asked to recommend appointment or action for expiring Commission terms. Commissioner Lehner's term ends December 2023. Commissioner Lehner has indicated a willingness to serve another three-year term. As such, Commission is asked to make a recommendation on the appointment to the City Council. In addition to Commissioner Lehner's seat, there is a vacant position on the Commission. Following interviews scheduled for December 5, 2023 at 4:15 and 7:30 PM, Planning Commission is asked to recommend a candidate for appointment. Current terms for the Commission are as follows. Planning Commission Teri Lehner 3 yr 12/2023 (3 -year staggered terms) VACANCY 3 yr 12/2023 Andrew Tapper 3 yr 12/2024 Paul Konsor 3 yr 12/2024 Melissa Robeck 3 yr 12/2025 Charlotte Gabler Council liaison Commission recommendations on appointments will be considered for ratification by the City Council on December 11, 2023. STAFF RECOMMENDATION: Staff defers to the Planning Commission on matters of appointment. SUPPORTING DATA: A. City Code - Planning Commission PLANNING COMMISSION § 32.001 NAME OF THE COMMISSION. The name of the organization shall be the Monticello Planning Commission. (Prior Code, § 2-1-1) § 32.002 AUTHORIZATION. (A) The authorization for the establishment of this Commission is set forth under M.S. Ch. 462, Municipal Planning Enabling Act, as it may be amended from time to time. (B) The Planning Commission is hereby designated the planning agency of the city pursuant to the Municipal Planning Act. (Prior Code, § 2-1-2) § 32.003 MEMBERSHIP. The Planning Commission shall consist of five members appointed by the City Council. All members shall be residents of the city and shall have equal rights and privileges. (Prior Code, § 2-1-3) § 32.004 TERM OF OFFICE. (A) Appointments. All members shall be appointed for three-year terms ending on December 31 of a given year; however, the term may be terminated earlier by the City Council. Terms shall be staggered so that no more than two members' terms shall expire in a given year. The terms are to commence on the day of appointment by Council. Every appointed member shall, before entering upon the discharge of his or her duties, take an oath that he or she will faithfully discharge the duties of office. (B) Renewals. When an expiring member's term is up, such member may be reappointed by Council with the effective date of the new term beginning on the first day of the next year following the expiration. (Prior Code, § 2-1-4) § 32.005 ATTENDANCE. It is the City Council's intention to encourage Planning Commission members to attend all Planning Commission meetings. Should any Planning Commission member be absent for more than three meetings in a calendar year, that member may be subject to replacement by the Council. (Prior Code, § 2-1-5) § 32.006 VACANCY. Any vacancy in the regular or at -large membership shall be filled by the City Council, and such appointee shall serve for the unexpired term so filled. (Prior Code, § 2-1-6) § 32.007 OFFICERS. (A) Elections. The City Planning Commission shall elect at its January meeting from its membership a Chair, Vice Chair, and a Secretary who shall serve for a term of one year and shall have powers as may be prescribed in the rules of the Commission. (B) Duties of Chair. The Chair shall preside at all meetings of the Planning Commission and shall have the duties normally conferred and parliamentary usage of such officers. (C) Duties of Vice Chair. The Vice Chair shall act for the Chair in his or her absence. (D) Duties of Secretary. (1) A Secretary may be appointed who is not a member of the Planning Commission but can be employed as a member of city staff. (2) The Secretary shall keep the minutes and records of the Commission; and with the assistance of staff as is available shall prepare the agenda of the regular and special meetings for Commission members, arrange proper and legal notice of hearings when necessary, attend to correspondence of the Commission, and handle other duties as are normally carried out by a Secretary. (Prior Code, § 2-1-7) § 32.008 MEETINGS. (A) The Planning Commission shall hold at least one regular meeting each month. This meeting shall be held on the first Tuesday. Regular meeting times shall be established by the Commission and approved annually with the regular meeting schedule of Council and Commission. Hearings shall be heard as soon thereafter as possible. The Planning Commission shall adopt rules for the transaction of business and shall keep a record of its resolutions, transactions, and findings, which record shall be a public record. The meeting shall be open to the general public. (B) In the event of conflict for a regularly -scheduled meeting date, a majority at any meeting may change the date, time, and location of the meeting. (C) Special meetings may be called by the chair or two members of the Planning Commission together, as needed, and shall be coordinated with city staff. (Prior Code, § 2-1-8) § 32.009 QUORUM. A majority of all voting Planning Commission members shall constitute a quorum for the transaction of business. (Prior Code, § 2-1-9) § 32.010 DUTIES OF THE COMMISSION. (A) The Commission has the powers and duties assigned to it under M.S. Ch. 462, Municipal Planning Enabling Act, as it may be amended from time to time, by this code, and state law. (Prior Code, § 2-1-10) (B) The Planning Commission shall act as the Board of Adjustment and Appeals for the Monticello zoning ordinance and shall act according to procedures as established by the Monticello zoning ordinance. § 32.011 AMENDMENTS. This subchapter may be amended as recommended by the majority vote of the existing membership of the Planning Commission and only after majority vote of the City Council. (Prior Code, § 2-1-11) § 32.012 COMPENSATION. Compensation of members of the Commission shall be as set forth in city code for fee schedule. (Prior Code, § 2-1-12) (Ord. 336, passed 11-22-1999; Ord. 337, passed 1-10-2011; Ord. 593, passed 3-10-2014; Ord. 607, passed 1-26-2015) Planning Commission Agenda — 12/05/23 3B. Consideration of 2023-2025 Planning Commission Workplan Update Prepared by: Community Meeting Date: Council Date (pending Development Director 12/05/2023 Commission action): 12/11/23 Additional Analysis by: Community & Economic Development Coordinator ALTERNATIVE ACTIONS None. REFERENCE AND BACKGROUND Staff is requesting that the Planning Commission review the 2023-2025 Planning Commission Workplan progress update and provide feedback for preparation of the 2024-2025 Workplan. The purpose of the Planning Commission Workplan is to connect the work of the Commission to the overall goals of the City and community. The Workplan outlines activities of the Commission which lie beyond its required review of land use applications. Staff has provided both a progress update on the prior year's workplan as well as a worksheet for 2024. The worksheet includes staff suggestions for 2024 activities. Staff requests that the Planning Commission return their worksheets by December 20, 2024 for preparation of the 2024-2025 Workplan to be considered at the January meeting. STAFF RECOMMENDATION None. SUPPORTING DATA A. 2023-2025 Workplan Progress Update B. 2024-2025 Workplan Worksheet CITY OF Monticello Monticello Planning Commission 2021-2025 Workplan 2023 PROGRESS UPDATE The Monticello Planning Commission is established to advise the Mayor, Council and Community Development Department in matters concerning planning and land use matters; to review and make recommendations regarding the Monticello 2040 Vision + Plan, subdivision and zoning ordinances and other planning rules and regulations; to establish planning rules and regulations; and to conduct public hearings. Purpose Statement: The Planning Commission will support efforts to implement the Monticello 2040 Vision + Plan. The Planning Commission will work collaboratively with the City Council, other City boards and commissions, and community stakeholders in its work to achieve the Plan and the strategic goals of the city. Organizational & Training Activities: • Continue to support regional planning as identified by the Monticello 2040 Vision + Plan. o Implementation Chapter, Land Use, Growth & Orderly Annexation ■ Strategy 1.10.1- Consider the outcomes of regional planning initiatives and participate in processes resulting from the efforts of the Central Mississippi River Regional Planning Partnership. • Consistent with Policy 1.2 for Agency Coordination, monitor opportunity for engagement in roadway and pathway connectivity planning across jurisdictions. 2023 Progress Update: Planning Commission has the opportunity to participate in current engagement in the Planning & Environmental Linkage (PEL) study occurring for the region. The PEL evaluates transportation opportunity in the Highway 25 corridor area. Highway 25 Area PEL Study (arcgis.com) • Initiate and/or facilitate organizational projects in support of the Monticello 2040 Vision + Plan. o Implementation Chapter, Land Use, Growth & Orderly Annexation ■ Strategy 1.1.1 - Facilitate biannual meetings to serve as a "Development Forum" with interested property owners, realtors, builders and developers to discuss long-term planning, real estate market conditions. 2023 Progress Update: Not complete. A 2024 housing policy workshop with Planning Commission, EDA and City Council is planned to develop housing strategies for the community, using information from the 2023 Housing Study update. Development Forums would be best timed to follow these policy discussions. A housing forum with builders and developers would be a first priority. 11 Page Comprehensive Plan Activities: • Support the implementation of the Monticello 2040 Vision + Plan through implementation of the Goals, Policies and Strategies identified within the Plan. o Review industrial land inventory and planning consistent with Monticello 2040 Land Use policies for industrial land use, including: ■ Policies 1.1 (Land Use) and 8.1 (Economic Development) - Opportunity Areas ■ Policy 1.2 - Growth Management (Land Use) ■ Policy 5.1 - Land Supply and Employment Growth (Land Use) ■ Policy 2.1 - Diverse Economic Sectors (Economic Development) ■ Policy 2.4 — Industrial and Business Site Analysis and Availability (Economic Development) 2023 Progress update: Not complete. EDA and Council are currently working on setting their land holding development priorities. A Commission workshop to review their discussions, including industrial land holdings and development is planned for early 2024. • Support the priority projects set by the City Council, including the small area planning for Chelsea Commons (now The Pointes at Cedar) area and reinvestment in Block 52 in Downtown Monticello. 2023 Progress Update: Pointes zoning ordinance adopted in 2022; no private development projects in the area were proposed in 2023 under the new ordinance. Block 52 private and public projects underway. Zoning Ordinance/Map Activities: Complete the recodification of the Monticello Zoning Ordinance, including consideration of amendments as recommended in the Goals, Policies and Strategies of the Implementation Chapter of the Monticello 2040 Comprehensive Plan. 2023 Status Update: Complete. • Consider amendments to the Monticello Official Zoning Map in support of the Monticello 2040 Vision + Plan guided land use, including, but not limited to the following. Evaluation of the following Zoning Code sections: ■ Floor area ratio requirements for commercial, industrial zoning districts ■ Impervious surface requirements for residential districts ■ Updating noise standards for more practical enforcement ■ Evaluation of regulation on short term rentals ■ Evaluation of the need for both B-3 and B-4 Districts ■ Evaluation of temporary use permits for portable container retail/specialty eating establishments ■ Incorporation of electric vehicle standards — functional as an accessory use Complete 2023 Status Update: Amendment of residential district standards also completed, reducing area requirements in the T -N district for by -right smaller lot development. Minor amendments to the 21 Page R-2, R-3 and R-4 zoning standards. Commission should advise as to whether the other noted ordinance sections are still of interest for future amendment. o Implementation Chapter, Land Use, Growth & Orderly Annexation ■ Strategy 2.7.1 - Amend the Zoning Map to be consistent with the Future Land Use Map and identify areas where mixed -density residential uses are appropriate. 2023 Status Update: Action to rezone has occurred only as a result of consideration of individual land use applications. Subdivision Ordinance Activities: • Complete a review and amendment of the Monticello Subdivision Ordinance, including consideration of amendments as recommended in the Goals, Policies and Strategies of the Implementation Chapter of the Monticello Comprehensive Plan as follows. o Implementation Chapter, Land Use, Growth & Orderly Annexation ■ Strategy 2.5.1 - Implement measures to slow down or "calm" traffic on local streets by using design techniques and measures to improve traffic safety, provide eyes on the street, and enhance the quality of life in Monticello's neighborhoods. Strategy 3.8.2 - Require pedestrian and bike connections in new commercial development. Strategy 6.5.1- Conduct regular review of parkland allocation and ensure sufficient amount of land is designated for parks and recreation activities in the City as the population increases. 2023 Status Update: The City has been consistent in ensuring that new commercial developments install pedestrian and bike pathways, further promoting connectivity throughout the City's transportation system. These connections are in addition to those required as part of sidewalk requirements and park dedication for residential development. Park dedication has been required per ordinance and PARC recommendations for all new residential developments. The City is also currently completing two planning efforts which will support work in these strategy areas. Safe Streets 4 All: With grant funding from this federal program, Monticello is completing a Comprehensive Safety Action Plan. The Action Plan will identify roadway improvements to increase multi -modal transportation safety with the goal of eliminating serious injury and fatality accidents. The plan will also identify policy and process changes (including any recommendations for the subdivision ordinance) the City can implement with an emphasis on strategies and projects that enhance safety throughout the City. Parks Needs Assessment & Master Plan: The City has completed a Parks Needs Assessment which reflects and prioritizes community needs, evaluates the existing and needed park elements, and reviews system infrastructure condition. The completed assessment will now be used to support development of a Park Master Plan. The Master Plan is intended to be a robust document that can guide maintenance and development of the parks system over the next 15+ years. It will identify and prioritize future capital improvements, planning, programming, and initiatives. The 31 Page Commission will be asked to participate in engagement related to the Plan's development. Once the Master Plan is complete, it will serve as the foundation for a park dedication analysis. Research & City Department Update Topics As resources and time allow, the Planning Commission will consider research and information related to the following topic areas. Topic Annexation Process - 2024 Transportation and CIP Update — including CMRP update and traffic study overview - Annual Land Use Basics overview (consider joint session with Council) - Complete Policy and decision-making — City Board and Commission authority discussion - 2024 Overview of Economic Development initiatives for business retention and employment attraction - Complete Status of municipal infrastructure - Annual Home Occupation permitting - Complete Discuss next steps for East Bertram Planning Area and Northwest Planning Areas identified in Monti 2040-2024 41 Page CITY OF Monticello Monticello Planning Commission 2024 Workplan Worksheet To assist in the development of a 2024 Planning Commission Workplan, please provide input on the following areas: Training/Organization 2024 Staff Suggestion: • League of Minnesota Cities training o Land Use Mini Course - Land Use (Mini -Course) - League of Minnesota Cities (Imc.org) o Land Use Regulation: Your Role in Land -Use Decision Making - Land Use Regulation: Your Role in Land -Use Decision MakinLy - Leaeue of Minnesota Cities (Imc.ore) Comprehensive Plan I Monticello 2040 1 Monticello, MN 2024 Staff Suggestion: • Revisiting the Monticello 2040 Vision + Plan, including: o Land Use Goals ■ Review Land Use, Growth & Orderly Annexation Goals from Chapter 3 of the 2040 Plan ■ Planning Commission workshop to review EDA and Council public property land use goals which includes properties in industrial, commercial, downtown and residential land use classifications o Residential Land Uses ■ Outcomes from housing policy workshop; possible amendments ■ Densities by land use designation ■ Desired housing in relationship to Future Land Use Map Please list below any other specific comprehensive plan topics for which you believe consideration is needed. Zoning Code Sections I TITLE XV: LAND USAGE (amlegal.com) 2024 Staff Suggestions: • Zoning map review—focus on comparison to Future Land Use Map and in-depth review of CCD • Cannabis -related zoning code amendments • Text and map updates corresponding to housing policy workshop • Sacred settlements (2023 statute change) Please list below any other areas within the zoning code for which you would like additional information/study in 2024. Other Please list any other areas of focus for the workplan which interest you. Please email your responses to Angela Schumann by Wednesday, December 20th, 2023 at angela.schumann@ci.monticello.mn.us. 21 Page Planning Commission Agenda —12/05/23 4A. Community Development Director's Report Council Action on/related to Commission Recommendations Consideration of an Amendment to the Monticello City Code, Title XV: Land Usage, Chapter 153: Zoning Ordinance, Sections 153.012 — Definitions and 153.042 — Common District Requirements to allow certain encroachments into the required front yard for single- and two-family residences, and including definitions or other regulations necessary to define and limit the intent or application of the proposed amendment. Applicant: Jonanthan & Nancy Parker Approved on the November 13, 2023 City Council consent agenda. Safe Streets 4 All Monticello has kicked off its preparation of a Comprehensive Safety Action Plan. The City received a federal grant to prepare the Action Plan, which will identify roadway improvements to increase multi -modal transportation safety with the goal of eliminating serious injury and fatality accidents. The plan will also identify policy and process changes (including any recommendations for the subdivision ordinance) the City can implement with an emphasis on strategies and projects that enhance safety throughout the City. Community engagement is a significant component of the Action Plan preparation and execution. Representatives from a broad cross-section of stakeholders are helping to guide the Action Plan, including Wright County, MnDOT, bus transportation, the school district, student and pedestrian users, etc. The first public input opportunity is Saturday, December 9th at the Farmers Market at MCC. Learn more: Safe Streets 4 All I Monticello. MN Parks Needs Assessment & Master Plan The City has completed its Parks Needs Assessment which reflects and prioritizes community needs, evaluates the existing and needed park elements, and reviews system infrastructure condition. The completed assessment will now be used to support development of a Park Master Plan. The Master Plan is intended to be a robust document that can guide maintenance and development of the parks system over the next 15+ years. It will identify and prioritize future capital improvements, planning, programming, and initiatives. Once the Master Plan is complete, it will serve as the foundation for a park dedication analysis. The first public input opportunity is Saturday, December 9th at the Farmers Market at MCC. Project Update List December's updated project listing is attached. Monticello Lakes Apartments Residential Southeast area of The Pointes at Cedar 2100 unit multi -family apartments 12/13/2021 Under Construction Twin Pines Apartments Residential South Side of School Blvd. East of Wal-Mart 96 multi -family unit apartment building 2/28/2022 Yet to Break Ground Block 52 Redevelopment Mixed -Use NE Corner of Highway 25 and Broadway St 87 multi -family units with rougly 30,000 sq ft of 1st floor commercial 9/30/2022 Under Construction/ Apartment Renting in Progress Featherstone 6th Addition Residential North of 85th St NE and West of Highway 25 21 Single-family lots with commercially guided outlots for future development 8/24/2022 Under Construction (Last New Const. Permit Pulled) Tesla Stations at Cub Foods Commercial 206 7th St W Installation of 8 charging ports in the Cub Foods parking lot 7/12/2022 Completed Taco Bell Remodel Commercial 124 7th St E Remodel of existing building and expansion of 724 sq ft 9/30/2022 Completed Haven Ridge 2nd Addition Residential South of Farmstead Ave and West of Fallon Ave NE 59 Single -Family Lot Development Reapproved 8/28/2023 Site Grading Commenced Headwaters West Development Residential Along South side of 7th St W between Elm St and Golf Course Rd 102 apartment unit & 60 townhome Senior 55+ Development 9/26/2022 Townhomes Under Construction Sunny Days Therapy Commercial Along South side of 7th St E West of Old McDonald's Location Development of an Occupational Child Therapy Facility 8/22/2022 Completed - Ribbon Cutting was held on 11/16/2023 Camping World Commercial 3801 Chelsea Rd W Installation of an attached paint booth (1,100 sq ft) 8/22/2022 Under Construction Wiha Tools USA Industrial Along South Side of 7th St E across from Wright St and Ramsey St New construction light manufacturing (72,540 sq ft) 11/28/2022 Under Construction Kwik Trip #345 Commercial 9440 State Highway 25 Expansion of current facility (520 sq ft) 0 1/23/2023 Completed Scooter's Coffee Commercial 100 7th St W. New Construction of Drive -Through Coffee Shop 1/23/2023 Completed Cargill Kitchens Solutions Industrial 206 W. 4th St. Replacement of Outdoor Storage Tanks 4/24/2023 Completed Deephaven 3 (Lot 2) Commercial Southeast corner of Cedar St and Chelsea Rd New Construction of a Clinic/Medical Service Facility (10,000 sq ft) N/A Under Construction Culver's 2nd Drive -Through Aisle Commercial 9395 State Highway 25 0 Addition of a 2nd Drive -Through Aisle along the South Property Line 7/24/2023 Nearing Completion