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PC Staff Report 09-21-21Planning Commission Item September 21, 2021 Item Request an Amendment to Conditional Use Permit (CUP) 88-17 to Expand an Existing Outdoor Storage Area at 7851 Park Drive (Lakeshore Equipment) File No.Planning Case No. 2021-21 Item No: B.1 Agenda Section PUBLIC HEARINGS Prepared By Makenzie Young-Walters, Associate Planner Applicant Barry Stock 15018 Bridgewater Drive Savage, MN 55378 Present Zoning Industrial Office Park District (IOP) Land Use Office/Industrial Acerage 4.17 Density NA Applicable Regulations Chapter 20, Article IV, Conditional Use Permits Chapter 20, Article VI, Wetland Protection Chapter 20, Article VII, Shoreland Management District Chapter 20, Article XXII, “IOP” Industrial Office Park District Chapter 20, Article XXIII, Division 1, Section 20-912, Storage of Garbage and Trash Chapter 20, Article XXIV, Division 2, Parking and Loading Chapter 20, Article XXV, Division 3, Landscaping Standards PROPOSED MOTION Staff recommends that the Chanhassen Planning Commission recommends that the City Council approve the request to amend Conditional Use Permit 88-17, subject to the Conditions of Approval, and adopts the attached Findings of Fact and Recommendation. 2 SUMMARY The applicant is proposing a 10,467-square foot expansion of the property’s existing outdoor storage area. As part of the expansion they are also proposing adding a second driveway access to Park Drive approximately 100 feet south of the existing driveway access. Since outdoor storage requires a Conditional Use Permit (CUP), the applicant must amend their existing CUP to expand their outdoor storage area. BACKGROUND On October 24, 1988, the City Council approved a site plan review and CUP (Site Plan 88-16/CUP 88- 17) for an office/warehouse facility and outdoor storage area on the subject parcel. The CUP had the following conditions attached to it: 1. All items stored in the outdoor storage area must be totally screened by an 8-foot wooden fence and no stored items shall project over the fence. 2. The conditional use permit must meet any and all conditions of the site plan approval for Site Plan #88-16. On October 28, 1991, the City Council denied a request to amend CUP 88-17 to permit a 15-foot high fence around the outdoor storage area. On September 9, 2019, the City issued a permit for the replacement of the existing gate with a sliding gate. On October 17, 2019, the City issued a permit for the replacement of the existing wood fence with a chain link fence with privacy slats. DISCUSSION The applicant is requesting that the City amend CUP 88-17 to allow for a 10,467-square foot expansion of the outdoor storage area. The expanded outdoor storage area will have a gravel surface, similar to what is present in the existing outdoor storage area, and will be screened by an eight-foot high fence, similar to what is present around the existing outdoor storage area. The applicant is proposing the use of landscaping to soften the visual impact of the fence, and the creation of a drainage swale to manage the stormwater generated by the additional impervious surface. As part of the project, the applicant is proposing to relocate the existing trash enclosure from the parking lot to an area behind the building, which will create two additional parking spaces, and creating a second driveway access 100 feet to the south of the existing driveway access. The applicant has stated that they believe a second driveway access will improve the site’s traffic circulation and reduce the potential for traffic conflicts created by vehicles backing into the site from Park Drive. Staff has reviewed the applicant’s proposal and believes that it meets the conditions required for issuing a CUP. Furthermore, the proposed landscaping will improve the property’s curb appeal, and the second access should improve traffic safety. While the property does have an extensive wetland, the applicant is proposing buffers well in access of the wetlands required combined buffer and structure setback. Since the proposed project conforms to the requirements of the City’s Zoning Code, staff is recommending approval. 3 Please see the attached staff report for a full discussion of this item. RECOMMENDATION Staff recommends that the Planning Commission recommend that the City Council approve the amendment to Conditional Use Permit 88-17, subject to the following conditions, and adopt the attached Findings of Fact and Recommendation: 1. A building permit must be obtained prior to constructing the fence. 2. A zoning permit must be obtained prior to expanding the outdoor storage area. 3. All items stored in the outdoor storage area must be totally screened by an opaque 8-foot fence and no stored items shall project over the fence. 4. Trash containers must be stored in a fully screened location, i.e. within the outdoor storage area or separate screened trash enclosure. 5. Landscaping must substantially conform to landscape plans submitted to the City on August 19, 2021. 6. Expanded outdoor storage area must substantially conform to the plans submitted to the City on August 19, 2021. 7. The Conditional Use Permit must meet any and all conditions of the site plan approval for Site Plan 88-16. 8. The two existing trees proposed to be protected during construction shall have protection fencing installed around them prior to any construction. 9. The applicant shall construct the proposed driveway in accordance with City Standards for commercial driveways and apply for a Driveway Permit from the Engineering Department. 10. The applicant shall obtain any and all Riley Purgatory Bluff Creek Watershed District (RPBCWD) permits prior to construction activities. 11. The applicant shall confirm the increase of impervious surfaces as the numbers on the plan are not consistent with the HydroCAD analysis. 12. The applicant shall provide a geotechnical analysis including soil borings. 13. Rate control requirements are shown to be met for the 2-, 10-, and 100-year runoff rates per the HydroCAD modeling results provided. Rate control should be reconfirmed once the updates the modeling have been completed. 14. The MSE3 rainfall distribution shall be used for HydroCAD modeling rather than the Type II distribution currently being used. 15. Rim of the 12” HDPE riser shall be modeled as a horizontal orifice rather than a vertical orifice. 16. The applicant shall show the 10-day snowmelt rate for future submittals. 17. The applicant shall provide an operation and maintenance plan that identifies the maintenance, inspection, and monitoring schedule and responsible party and shall be recorded prior to construction activities. 18. The bottom contour of the drainage swale is shown at a 932 and the invert of the 6” draintile below is at a 931.5 which would not provide any cover over the draintile. The applicant shall confirm elevations within the swale. 19. A detail for the outlet structure (note 17 on the construction plans) shall be provided to confirm the HydroCAD modeling as it is not entirely clear how many pipes are coming in/leaving based on the information provided. a. Based on the information provided it appears the HydroCAD model should be updated so Devices #2 (exfiltration), #4 (4” orifice), and #5 (12” rim) should be routed to Device #3 (12” culvert) for the outlet of the drainage swale. 20. The applicant shall add erosion control measures such as inlet protection, sediment control BMPs, and rock construction entrance to the plans to avoid migration of sediment off the 4 construction site. 21. The applicant shall provide elevation and location of the emergency overflow spillway for the swale. 22. The drainage swale shall be reseeded with a wetland or stormwater pond seed mix rather than turf grass. 23. The property may not be subdivided nor may the lot lines of the property be altered. ATTACHMENTS Staff Report Findings of Fact and Recommendation Amended CUP 88-17 Development Review Application Narrative Civil Plans Existing CUP 88-17 Documents Landscaping Memo Engineering/Water Resources Review Memo Affidavit of Mailing 5 CITY OF CHANHASSEN PC DATE: September 21, 2021 CC DATE: October 11, 2021 REVIEW DEADLINE: October 19, 2021 CASE #: PC 2021-21 BY: MYW SUMMARY OF REQUEST: The applicant is proposing a 10,467-square foot expansion of the property’s existing outdoor storage area. As part of the expansion they are also proposing adding a second driveway access to Park Drive approximately 100 feet south of the existing driveway access. Since outdoor storage requires a conditional use permit (CUP), the applicant must amend their existing CUP to expand their outdoor storage area. LOCATION: 7851 Park Drive APPLICANT: Barry Stock 15018 Bridgewater Drive Savage, MN 55378 OWNER: Lotus Holdings LLC 10249 Yellow Circle Drive, Suite 200 Minnetonka, MN 55343 PRESENT ZONING: “IOP” – Industrial Office Park District 2040 LAND USE PLAN: Office Industrial/Commercial ACREAGE: 4.17 acres LEVEL OF CITY DISCRETION IN DECISION-MAKING: The City has limited discretion in approving or denying Conditional Use Permits, based on whether or not the proposal meets the conditional use permit standards outlined in the Zoning Ordinance. If the City finds that all of the applicable conditional use permit standards are met, the permit must be approved. This is a quasi-judicial decision. Notice of this public hearing has been mailed to all property owners within 500 feet. PROPOSAL/SUMMARY The applicant is requesting that the City amend CUP 88-17 to allow for a 10,467 square foot expansion of the outdoor storage area. The expanded outdoor storage area will have a gravel PROPOSED MOTION: “The Chanhassen Planning Commission recommends that the City Council approve the request to amend Conditional Use Permit 88-17, subject to the Conditions of Approval and adopts the attached Findings of Fact and Recommendation.” 6 7851 Park Drive (Lakeshore Equipment) September 21, 2021 Page 2 surface, similar to what is present in the existing outdoor storage area, and will be screened by an eight-foot high fence, similar to what is present around the existing outdoor storage area. The applicant is proposing the use of landscaping to soften the visual impact of the fence, and the creation of a drainage swale to manage the stormwater generated by the additional impervious surface. As part of the project, the applicant is proposing relocating the existing trash enclosure from the parking lot to an area behind the building, which will create two additional parking spaces, and creating a second driveway access 100 feet to the south of the existing driveway access. The applicant has stated that they believe a second driveway access will improve the site’s traffic circulation and reduce the potential for traffic conflicts created by vehicles backing into the site from Park Drive. Staff has reviewed the applicant’s proposal and believes that it meets the conditions required for issuing a CUP. Furthermore, the proposed landscaping will improve the property’s curb appeal, and the second access should improve traffic safety. While the property does have an extensive wetland, the applicant is proposing buffers well in access of the wetlands required combined buffer and structure setback. Since the proposed project conforms to the requirements of the City’s zoning code, staff is recommending approval. APPLICABLE REGULATIONS Chapter 20, Article IV, Conditional Use Permits Chapter 20, Article VI, Wetland Protection Chapter 20, Article VII, Shoreland Management District Chapter 20, Article XXII, “IOP” Industrial Office Park District Chapter 20, Article XXIII, Division 1, Section 20-912, Storage of Garbage and Trash Chapter 20, Article XXIV, Division 2, Parking and Loading Chapter 20, Article XXV, Division 3, Landscaping Standards BACKGROUND 7 7851 Park Drive (Lakeshore Equipment) September 21, 2021 Page 3 On October 24, 1988, the City Council approved a site plan review and CUP (Site Plan 88- 16/CUP 88-17) for an office/warehouse facility and outdoor storage area on the subject parcel. The CUP had the following conditions attached to it: 1) All items stored in the outdoor storage area must be totally screened by an 8-foot wooden fence and no stored items shall project over the fence. 2) The conditional use permit must meet any and all conditions of the site plan approval for Site Plan #88-16 On October 28, 1991, the City Council denied a request to amend CUP 88-17 to permit a 15-foot high fence around the outdoor storage area. On September 9, 2019, the City issued a permit for the replacement of the existing gate with a sliding gate. On October 17, 2019, the City issued a permit for the replacement of the existing wood fence with a chain link fence with privacy slats. SITE CONSTRAINTS Bluff Creek Corridor This property is not located within the Bluff Creek Overlay District. Wetland Protection 8 7851 Park Drive (Lakeshore Equipment) September 21, 2021 Page 4 There is a Manage 3 wetland extending across the southern border of the property. This wetland requires a 16.5-foot minimum permanent buffer, 30-foot principle structure buffer setback, and a 15-foot accessory structure buffer setback. At its closest point the proposed outdoor storage area, expansion is setback approximately 90 feet from the edge of the wetland, significantly more than the 31.5-foot distance required by the City’s wetland ordinance (16.5 feet for the buffer and 15 feet for the accessory structure buffer setback). Bluff Protection There are no bluffs present on the property. Shoreland Management The property is located within a shoreland protection district. Specifically, the property is an industrial property within the Lake Susan Shoreland District and is limited to 70 percent lot cover. The property also borders Riley Creek which is a tributary stream with a 50-foot structure setback. A variance associated with Site Plan 85-4 required that this parcel and the parcel’s to the south maintain a cumulative 200-foot green corridor around the centerline of Riley Creek. The applicant’s parcel was to be responsible for 130 feet of this corridor. Floodplain Overlay This property is not within a floodplain. DISCUSSION Compliance Table As shown in the table to the right, the applicant’s proposed project meets or exceeds the requirements of City’s Zoning Code. 9 7851 Park Drive (Lakeshore Equipment) September 21, 2021 Page 5 Landscaping The proposed project is subject to the City’s buffer yard requirements, and must provide a category C buffer yard along the south and west property lines. The applicant’s proposed plantings exceed the minimum requirements along the west property line. While the plants proposed for the southern property line do not exactly correspond to the stipulated requirements, staff believes the proposed plantings will provide screening equal to or superior to what would have been achieved by strict conformance with the minimum standards. For this reason, the City’s Environmental Resources Specialist has determined that the proposed landscaping meets the minimum requirements. Parking The applicant is proposing increasing the site’s available parking spaces from 19 to 21 parking stalls. The applicant is not increasing the size of the parking lot, rather the change is the result of the relocation of the existing dumpster enclosure. The proposed fence screening the outdoor storage area will divide the parking lot, resulting in a situation where 13 stalls will be located outside of the fenced area and eight will be located within the outdoor storage area. The parking spaces within the fenced in area will be for employee use and the parking spaces outside of the fenced in area will be primarily for customer use. Since the applicant has stated that due to the nature of the business’s operations there are rarely more than a handful of customers present at the same time and the spaces outside of the fence exceed the number that the code would require for customer use, staff does not believe this parking arrangement will create any conflicts. Based on the provided breakdown of the building’s square footage, the City Code would require 14 parking spaces. If staff instead applied manufacturing/employee count standards to the site, 20 parking spaces would be required. In either case, the proposed 21 parking stalls exceeds the number required by ordinance. Access The applicant is proposing creating a second access approximately 100 feet to the south of the existing access. The stated intent of this access to 10 7851 Park Drive (Lakeshore Equipment) September 21, 2021 Page 6 accommodate deliveries from semi-trucks or extend trailers. Currently, these vehicles must back into the site off of Park Drive and enter the storage area via the parking lot. The proposed second access is permitted within the zoning district and its spacing is consistent with the other commercial/industrial properties in the area. Staff concurs with the applicant’s statement that the second access will improve the overall safety of vehicular traffic utilizing Park Drive. The access will need to be constructed in accordance with City Standards for commercial driveways. Trash The City Code only permits the exterior storage of garbage and trash in an accessory building with walls and a roof or in closed containers within a total screened area. Currently, the site’s trash is stored in a dumpster located within a screened enclosure off of the parking lot. The applicant is proposing removing the dumpster enclosure and storing the dumpster within the outdoor storage area. Since the outdoor storage area is required to be completely screened by a 100% opaque fence, the proposed placement would meet the requirements of the City Code. Grading, Drainage, Stormwater Management, and Erosion Control As the applicant is proposing an alteration of 5,000 square feet or more of land surface, they will need to follow “Rule J” and “Rule C” from the Riley Purgatory Bluff Creek Watershed District (RPBCWD). The applicant will need to apply for and receive the relevant permits from the Watershed District before commencing with their project. The applicant will need to reconcile differences between the increases in impervious surfaces shown in the provided plan and HydroCAD analysis as well as provide a geotechnical analysis to demonstrate that they meet the City’s standards for volume control. Similarly, the applicant will need to demonstrate that once the reconciled impervious surface totals are used, the rate control requirements are still met. The applicant should also use the MSE3 rainfall distribution rather than the Type II distribution for the HydroCAD modeling. Future submittals should also show the 10-day snowmelt rate. Engineering has identified some concerns with elevations shown for the proposed drainage swale and draintile. The applicant should clarify the proposed elevation as well as the exact configuration of proposed stormwater infrastructure (see Engineering/Water Resources Memo for details). An operations and maintenance plan identifying the maintenance, inspection, and monitoring schedule and responsible party for this infrastructure will need to be recorded prior to construction activities. Finally, as part of the permitting process, the applicant will need to provide erosion control measures such as inlet protection, sediment control BMPs, and a rock construction entrance to prevent the migration of sediment off the construction site. Once grading is complete, the 11 7851 Park Drive (Lakeshore Equipment) September 21, 2021 Page 7 applicant will need to reseed the drainage swale area with a wetland or stormwater pond seed mix rather than turf grass. CONDITIONAL USE PERMIT CRITERIA Sec 20-232 General Issuance Standards The Planning Commission shall recommend a Conditional Use Permit and the City Council shall issue such conditional use permits only if it finds that such use at the proposed location: 1. Will not be detrimental to or endanger the public health, safety, comfort, convenience or general welfare of the neighborhood or the city. The property has maintained an outdoor storage area with minimal issues, aside from a dispute over the fence height which was resolved in 1991, since 1988. There is no reason to believe that expanding the outdoor storage area would negatively impact the neighborhood or the City. 2. Will be consistent with the objectives of the City's Comprehensive Plan and this chapter. Broadly speaking, the purpose of Chapter 20, Zoning, is to ensure the compatibility of uses, prevent the creation of nuisances and public health risks, conserve and enhance the City’s tax base, protect the environment (both natural and built), facilitate the provision of public services, and provide for the equitable use of property. The proposed expansion of the parcel’s outdoor storage area is in line with these objectives. Similarly, the City’s Comprehensive Plan seeks to, amongst other things, retain and expand existing businesses. The applicant’s proposed expansion of their business corresponds with that objective. 3. Will be designed, constructed, operated and maintained so to be compatible in appearance with the existing or intended character of the general vicinity and will not change the essential character of that area. The subject site is located in a mostly built out Industrial Office Park district. The proposed expansion to the existing outdoor storage area would not alter the existing or intended character of the district, and the proposed 2nd driveway access would be consistent with what is present on nearby parcels. The proposed landscaping would improve the curb appeal of the site and bring the property into compliance with current buffer yard standards and practices. 4. Will not be hazardous or disturbing to existing or planned neighboring uses. The locality is essentially fully developed and the existing outdoor storage area has not posed a hazard to the existing neighboring uses, nor has it disturbed their operations. There is no reason to believe that the proposed expansion would create a hazard or disturbance. 5. Will be served adequately by essential public facilities and services, including streets, police and fire protection, drainage structures, refuse disposal, water and sewer systems 12 7851 Park Drive (Lakeshore Equipment) September 21, 2021 Page 8 and schools; or will be served adequately by such facilities and services provided by the persons or agencies responsible for the establishment of the proposed use. Adequate public facilities and services are already present, and the proposed expansion to the existing outdoor storage area is not anticipated to meaningfully increase the sites use of those services. In the case of the City’s stormwater system, the applicant will mitigate the impact of the increased impervious surface through on-site systems, as required by the City and Watershed District. 6. Will not create excessive requirements for public facilities and services and will not be detrimental to the economic welfare of the community. Expanding the existing outdoor storage areas will not create any new requirements for public facilities and services, nor will it be detrimental to the economic welfare of the community. 7. Will not involve uses, activities, processes, materials, equipment and conditions of operation that will be detrimental to any persons, property or the general welfare due to excessive production of traffic, noise, smoke, fumes, glare, odors, rodents or trash. The existing outdoor storage area does not involve or cause any of the aforementioned, and the proposed expansion is not anticipated to alter this. 8. Will have vehicular approaches to the property which do not create traffic congestion or interfere with traffic or surrounding public thoroughfares. The existing drive does not create traffic issues, and the proposed second access is expected to improve access to the site and reduce the need for trucks to back into the site off of Park Drive. 9. Will not result in the destruction, loss or damage of solar access, natural, scenic or historic features of major significance. The proposed expansion of the existing outdoor storage area will not result in the loss or damage of any of these features. 10. Will be aesthetically compatible with the area. The proposed expansion of the existing outdoor storage area will be aesthetically compatible with the surrounding Industrial Office Park. 11. Will not depreciate surrounding property values. The expanded outdoor storage area is not anticipated to depreciate the property values of the surrounding industrial/office uses. 12. Will meet standards prescribed for certain uses as provided in this article. The expanded outdoor storage area will meet the standards required by Section 20-308 of the City Code. 13 7851 Park Drive (Lakeshore Equipment) September 21, 2021 Page 9 Sec 20-308 Screened Outdoor Storage The following applies to screened outdoor storage: 1. All outdoor storage must be completely screened with 100 percent opaque fence or landscaped screen. The applicant is proposing to enclose the outdoor storage area with an eight foot high opaque fence, similar to what is currently present on the property. Additional screening in the form of landscaping is proposed to soften the visual impact of the fence and further screen the storage areas from public view. The proposed fence and landscaping will provide sufficient screening to meet this requirement. CUP 88-17’s condition that this fence be present and that no stored items shall project over the fence will be maintained as condition on the amended and restated permit and new condition requiring that the proposed landscaping be installed and maintained will be added to ensure the property maintains compliance with this requirement. RECOMMENDATION Staff recommends that the Planning Commission recommend that the City Council approves the amendment to Conditional Use Permit 88-17, subject to the following conditions, and adopts the attached Findings of Fact and Recommendation: 1) A building permit must be obtained prior to constructing the fence. 2) A zoning permit must be obtained prior to expanding the outdoor storage area. 3) All items stored in the outdoor storage area must be totally screened by an opaque 8-foot fence and no stored items shall project over the fence. 4) Trash containers must be stored in a fully screened location, i.e. within the outdoor storage area or separate screened trash enclosure. 5) Landscaping must substantially conform to landscape plans submitted to the City on August 19, 2021. 6) Expanded outdoor storage area must substantially conform to the plans submitted to the City on August 19, 2021. 7) The Conditional Use Permit must meet any and all conditions of the site plan approval for Site Plan 88-16. 8) The two existing trees proposed to be protected during construction shall have protection fencing installed around the trees prior to any construction. 9) The applicant shall construct the proposed driveway in accordance with City Standards for commercial driveways and apply for a Driveway Permit from the Engineering Department. 10) The applicant shall obtain any and all Riley Purgatory Bluff Creek Watershed District (RPBCWD) permits prior to construction activities. 11) The applicant shall confirm the increase of impervious surfaces as the numbers on the plan are not consistent with the HydroCAD analysis. 12) The applicant shall provide a geotechnical analysis including soil borings. 14 7851 Park Drive (Lakeshore Equipment) September 21, 2021 Page 10 13) Rate control requirements are shown to be met for the 2-, 10-, and 100-year runoff rates per the HydroCAD modeling results provided. Rate control should be reconfirmed once the updates the modeling have been completed. 14) The MSE3 rainfall distribution shall be used for HydroCAD modeling rather than the Type II distribution currently being used. 15) Rim of the 12” HDPE riser shall be modeled as a horizontal orifice rather than a vertical orifice. 16) The applicant shall show the 10-day snowmelt rate for future submittals. 17) The applicant shall provide an operation and maintenance plan that identifies the maintenance, inspection, and monitoring schedule and responsible party and shall be recorded prior to construction activities. 18) The bottom contour of the drainage swale is shown at a 932 and the invert of the 6” draintile below is at a 931.5 which would not provide any cover over the draintile. The applicant shall confirm elevations within the swale. 19) A detail for the outlet structure (Note 17 on the construction plans) shall be provided to confirm the HydroCAD modeling as it is not entirely clear how many pipes are coming in/leaving based on the information provided. a. Based on the information provided it appears the HydroCAD model should be updated so Devices #2 (exfiltration), #4 (4” orifice), and #5 (12” rim) should be routed to Device #3 (12” culvert) for the outlet of the drainage swale. 20) The applicant shall add erosion control measures such as inlet protection, sediment control BMPs, and rock construction entrance to the plans to avoid migration of sediment off the construction site. 21) The applicant shall provide elevation and location of the emergency overflow spillway for the swale. 22) The drainage swale shall be reseeded with a wetland or stormwater pond seed mix rather than turf grass. 23) The property may not be subdivided nor may the lot lines of the property be altered. ATTACHMENTS 1. Findings of Fact and Recommendation 2. Amended CUP 88-17 3. Development Review Application 4. Narrative 5. Civil Plans 6. Existing CUP 88-17 7. Landscaping Memo 8. Engineering/Water Resources Memo 9. Public Hearing Notice and Mailing List g:\plan\2021 planning cases\21-21 7851 park drive (lakeshore equipment)\staff report 7851 park drive cup amendment.docx 15 1 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION IN RE: Application of Barry Stock on behalf of Lotus Holdings, LLC for an amendment to Conditional Use Permit (CUP) 88-17 to expand the screened outdoor storage area at 7851 Park Drive. On September 21, 2021, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application of Barry Stock to amend CUP 88-17 for the property located at 7851 Park Drive preceded by published and mailed notice. The Planning Commission heard testimony from all interested persons wishing to speak and now makes the following: FINDINGS OF FACT 1.The property is currently zoned IOP – Industrial Office Park District. 2.The property is guided by the Land Use Plan for Office Industrial. 3.The legal description of the property is: Lot 2, Block 3, Chanhassen Lakes Business Park 4.Sec 20-232 General Issuance Standards The Planning Commission shall recommend a Conditional Use Permit and the City Council shall issue such Conditional Use Permit only if it finds that such use at the proposed location: 1. Will not be detrimental to or endanger the public health, safety, comfort, convenience or general welfare of the neighborhood or the city. The property has maintained an outdoor storage area with minimal issues, aside from a dispute over the fence height which was resolved in 1991, since 1988. There is no reason to believe that expanding the outdoor storage area would negatively impact the neighborhood or the City. 2. Will be consistent with the objectives of the City's Comprehensive Plan and this chapter. Broadly speaking, the purpose of Chapter 20, Zoning, is to ensure the compatibility of uses, prevent the creation of nuisances and public health risks, conserve and enhance the City’s tax base, protect the environment (both natural and built), facilitate the provision of public services, and provide for the equitable use of property. The proposed expansion of the parcel’s outdoor storage area is in line with these objectives. 16 2 Similarly, the City’s Comprehensive plan seeks to, amongst other things, retain and expand existing businesses. The applicant’s proposed expansion of their business corresponds with that objective. 3. Will be designed, constructed, operated and maintained so to be compatible in appearance with the existing or intended character of the general vicinity and will not change the essential character of that area. The subject site is located in a mostly built out Industrial Office Park district. The proposed expansion to the existing outdoor storage area would not alter the existing or intended character of the district, and the proposed 2nd driveway access would be consistent with what is present on nearby parcels. The proposed landscaping would improve the curb appeal of the site and bring the property into compliance with current buffer yard standards and practices. 4. Will not be hazardous or disturbing to existing or planned neighboring uses. The locality is essentially fully developed and the existing outdoor storage area has not posed a hazard to the existing neighboring uses, nor has it disturbed their operations. There is no reason to believe that the proposed expansion would create a hazard or disturbance. 5. Will be served adequately by essential public facilities and services, including streets, police and fire protection, drainage structures, refuse disposal, water and sewer systems and schools; or will be served adequately by such facilities and services provided by the persons or agencies responsible for the establishment of the proposed use. Adequate public facilities and services are already present, and the proposed expansion to the existing outdoor storage area is not anticipated to meaningfully increase the site’s use of those services. In the case of the City’s stormwater system, the applicant will mitigate the impact of the increased impervious surface through on-site systems, as required by the City and Watershed District. 6. Will not create excessive requirements for public facilities and services and will not be detrimental to the economic welfare of the community. Expanding the existing outdoor storage areas will not create any new requirements for public facilities and services, nor will it be detrimental to the economic welfare of the community. 7. Will not involve uses, activities, processes, materials, equipment and conditions of operation that will be detrimental to any persons, property or the general welfare due to excessive production of traffic, noise, smoke, fumes, glare, odors, rodents or trash. The existing outdoor storage area does not involve or cause any of the aforementioned, and the proposed expansion is not anticipated to alter this. 8. Will have vehicular approaches to the property which do not create traffic congestion or interfere with traffic or surrounding public thoroughfares. 17 3 The existing drive does not create traffic issues, and the proposed second access is expected to improve access to the site and reduce the need for trucks to back into the site off of Park Drive. 9. Will not result in the destruction, loss or damage of solar access, natural, scenic or historic features of major significance. The proposed expansion of the existing outdoor storage area will not result in the loss or damage of any of these features. 10. Will be aesthetically compatible with the area. The proposed expansion of the existing outdoor storage area will be aesthetically compatible with the surrounding Industrial Office Park. 11. Will not depreciate surrounding property values. The expanded outdoor storage area is not anticipated to depreciate the property values of the surrounding industrial/office uses. 12. Will meet standards prescribed for certain uses as provided in this article. The expanded outdoor storage area will meet the standards required by Section 20-308 of the City Code. 5.Sec 20-308 Screened Outdoor Storage The following applies to screened outdoor storage: 1. All outdoor storage must be completely screened with 100 percent opaque fence or landscaped screen. The applicant is proposing to enclose the outdoor storage area with an eight foot high opaque fence, similar to what is currently present on the property. Additional screening in the form of landscaping is proposed to soften the visual impact of the fence and further screen the storage areas from public view. The proposed fence and landscaping will provide sufficient screening to meet this requirement. CUP 88-17’s condition that this fence be present and that no stored items shall project over the fence will be maintained as a condition on the amended and restated permit and a new condition requiring that the proposed landscaping be installed and maintained will be added to ensure the property maintains compliance with this requirement. 6.The planning report #2021-21, dated September, 2021, prepared by MacKenzie Young- Walters, is incorporated herein. 18 4 RECOMMENDATION The Planning Commission recommends that the City Council approve the amendment to Conditional Use Permit 88-17 subject to the following conditions: 1) A building permit must be obtained prior to constructing the fence. 2) A zoning permit must be obtained prior to expanding the outdoor storage area. 3) All items stored in the outdoor storage area must be totally screened by an opaque 8-foot fence and no stored items shall project over the fence. 4) Trash containers must be stored in a fully screened location, i.e. within the outdoor storage area or separate screened trash enclosure. 5) Landscaping must substantially conform to landscape plans submitted to the City on August 19, 2021. 6) Expanded outdoor storage area must substantially conform to the plans submitted to the City on August 19, 2021. 7) The Conditional Use Permit must meet any and all conditions of the site plan approval for Site Plan 88-16. 8) The two existing trees proposed to be protected during construction shall have protection fencing installed around the trees prior to any construction. 9) The applicant shall construct the proposed driveway in accordance with City Standards for commercial driveways and apply for a Driveway Permit from the Engineering Department. 10)The applicant shall obtain any and all Riley Purgatory Bluff Creek Watershed District (RPBCWD) permits prior to construction activities. 11)The applicant shall confirm the increase of impervious surfaces as the numbers on the plan are not consistent with the HydroCAD analysis. 12)The applicant shall provide a geotechnical analysis including soil borings. 13)Rate control requirements are shown to be met for the 2-, 10-, and 100-year runoff rates per the HydroCAD modeling results provided. Rate control should be reconfirmed once the updates to the modeling have been completed. 14)The MSE3 rainfall distribution shall be used for HydroCAD modeling rather than the Type II distribution currently being used. 15)Rim of the 12” HDPE riser shall be modeled as a horizontal orifice rather than a vertical orifice. 16)The applicant shall show the 10-day snowmelt rate for future submittals. 17)The applicant shall provide an operation and maintenance plan that identifies the maintenance, inspection, and monitoring schedule and responsible party and shall be recorded prior to construction activities. 18)The bottom contour of the drainage swale is shown at a 932 and the invert of the 6” draintile below is at a 931.5 which would not provide any cover over the draintile. The applicant shall confirm elevations within the swale. 19)A detail for the outlet structure (Note 17 on the construction plans) shall be provided to confirm the HydroCAD modeling as it is not entirely clear how many pipes are coming in/leaving based on the information provided. 19 5 a. Based on the information provided, it appears the HydroCAD model should be updated so Devices #2 (exfiltration), #4 (4” orifice), and #5 (12” rim) should be routed to Device #3 (12” culvert) for the outlet of the drainage swale. 20)The applicant shall add erosion control measures such as inlet protection, sediment control BMPs, and rock construction entrance to the plans to avoid migration of sediment off the construction site. 21)The applicant shall provide elevation and location of the emergency overflow spillway for the swale. 22)The drainage swale shall be reseeded with a wetland or stormwater pond seed mix rather than turf grass. 23)The property may not be subdivided nor may the lot lines of the property be altered. ADOPTED by the Chanhassen Planning Commission this 21st day of September, 2021. CHANHASSEN PLANNING COMMISSION BY: Chairman g:\plan\2021 planning cases\21-21 7851 park drive (lakeshore equipment)\cup findings of fact.docx 20 1 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES CONDITIONAL USE PERMIT NO. 1988-17 Amended and Restated October 11, 2021 – Planning Case #2021-21 1.Permit. Subject to the terms and conditions set forth herein, the City of Chanhassen hereby grants an amended and restated Conditional Use Permit for screened outdoor storage in the Industrial Office Park (IOP) District which replaces Conditional Use Permit #1988-17 dated October 24, 1988. 2.Property. The permit is for the following described property ("subject property") in the City of Chanhassen, Carver County, Minnesota: Lot 2, Block 3, Chanhassen Lakes Business Park 3.Conditions. The permit is issued subject to the following conditions: 1) A building permit must be obtained prior to constructing the fence. 2) A zoning permit must be obtained prior to expanding the outdoor storage area. 3) All items stored in the outdoor storage area must be totally screened by an opaque 8-foot fence and no stored items shall project over the fence. 4) Trash containers must be stored in a fully screened location, i.e. within the outdoor storage area or separate screened trash enclosure. 5) Landscaping must substantially conform to landscape plans submitted to the City on August 19, 2021. 6) Expanded outdoor storage area must substantially conform to the plans submitted to the City on August 19, 2021. 7) The Conditional Use Permit must meet any and all conditions of the site plan approval for Site Plan 88-16. 8) The two existing trees proposed to be protected during construction shall have protection fencing installed around the trees prior to any construction. 9) The applicant shall construct the proposed driveway in accordance with City Standards for commercial driveways and apply for a Driveway Permit from the Engineering Department. 10)The applicant shall obtain any and all Riley Purgatory Bluff Creek Watershed District (RPBCWD) permits prior to construction activities. 11)The applicant shall confirm the increase of impervious surfaces as the numbers on the plan are not consistent with the HydroCAD analysis. 12)The applicant shall provide a geotechnical analysis including soil borings. 13)Rate control requirements are shown to be met for the 2-, 10-, and 100-year runoff rates per the HydroCAD modeling results provided. Rate control should be reconfirmed once the updates to the modeling have been completed. 14)The MSE3 rainfall distribution shall be used for HydroCAD modeling rather than the Type II distribution currently being used. 21 2 15)Rim of the 12” HDPE riser shall be modeled as a horizontal orifice rather than a vertical orifice. 16)The applicant shall show the 10-day snowmelt rate for future submittals. 17)The applicant shall provide an operation and maintenance plan that identifies the maintenance, inspection, and monitoring schedule and responsible party and shall be recorded prior to construction activities. 18)The bottom contour of the drainage swale is shown at a 932 and the invert of the 6” draintile below is at a 931.5 which would not provide any cover over the draintile. The applicant shall confirm elevations within the swale. 19)A detail for the outlet structure (Note 17 on the construction plans) shall be provided to confirm the HydroCAD modeling as it is not entirely clear how many pipes are coming in/leaving based on the information provided. a. Based on the information provided, it appears the HydroCAD model should be updated so Devices #2 (exfiltration), #4 (4” orifice), and #5 (12” rim) should be routed to Device #3 (12” culvert) for the outlet of the drainage swale. 20)The applicant shall add erosion control measures such as inlet protection, sediment control BMPs, and rock construction entrance to the plans to avoid migration of sediment off the construction site. 21)The applicant shall provide elevation and location of the emergency overflow spillway for the swale. 22)The drainage swale shall be reseeded with a wetland or stormwater pond seed mix rather than turf grass. 23)The property may not be subdivided nor the lot lines of the property be altered. 4.Termination of Permit. The City may revoke the permit following a public hearing for violation of the terms of this permit. 5.Lapse. If within one year of the issuance of this permit the authorized construction has not been substantially completed or the use commenced, this permit shall lapse unless an extension is granted in accordance with the Chanhassen Zoning Ordinance. 6.Criminal Penalty. Violation of the terms of this Conditional Use Permit is a criminal misdemeanor. 22 3 Dated: CITY OF CHANHASSEN BY: Elise Ryan, Mayor (SEAL) AND: Laurie Hokkanen, City Manager STATE OF MINNESOTA ) (ss COUNTY OF CARVER ) The foregoing instrument was acknowledged before me this day of , 20___, by Elise Ryan, Mayor, and by Laurie Hokkanen, City Manager, of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the corporation and pursuant to the authority granted by its City Council. ___________________________________ NOTARY PUBLIC DRAFTED BY: City of Chanhassen P. O. Box 147 7700 Market Boulevard Chanhassen, MN 55317 (952) 227-1100 23 APPLICATION FOR DEVELOPMENT REVIEW surmittaroateSlaol5, ,"o","1 /et lll ""o",", ldtrr \at 6GDay Review Date lo tq Ia+ Section 1: Application Type (check all that apply) (Refet to the a!4lrcpriate Applicatbn Checklist for requied submittal infomation that musl ffimpany this dpplitation) Comprehensive Plan Amendment E Minor MUSA line for failing on-site sewers Conditional Use Permit (CUP) E Single-Family Residence........... E ntt ottrers...... E Conditional Use Permit E Vacation E Metes & Bounds Subdivision (3 docs.) ........ $300 ..-..... $1s0 E Lot Line Adjustrnent......................................... $1 50 E Final P1at...................... ....... $700 (lncludes $450 escrow for attomey costs)' 'Additjonal escrow may be required fo. other applic€tions through the developrnent contracl. ! Vacation of Easements,/Right-of-way (VAC)........ $300 (Additional recording Ees may apply) E Variance (VAR). .. . . .. . .................................. $200 E Wefland Alteration Permit (WAP) E Singl+.Family Residence..............................- $150E All others...... .....................$275 E zoning Appea|....................................................-. $100 fl zoning Ordinance Amendment (zoA)...-.....-..-.... $500 M!IE: lryhon mul0pb appllcadoG arr proccs3od coocunrnoy, tho apprcprlst iso shall b3 chargsd fo. oach application- .. $200 $3 per address( '10 addresses) ....................... $50 per document E Site Plan Agreement E Wetland Alteration Permitn oeeas TOTAL FEE:$70s.00 Subdivision (SUB) E Create 3 lots or less .............E a;;;i;;;ril -(- lots)E Metes & Bounds (2 lots)...........E Consolidate Lots............... ...... .. .. $600 .. $100 .. $325 ..$425 tr ..................... $300 $600 + $15 per lot tr tr u tr lnterim Use Permit (lUP) E ln coniunction with SingleFamily Residence.. $325 E All others...... ......................V25 Rezoning (REZ) fJ Planned Unit Development (PUD) .................. $750 E Minor Amendment to existing PUD................. $100 E Att Ottrers....,. ..-,....-,.............$500 Sign Plan Review. -...,........... ......$150 Site Plan Review (SPR) I Administrative ..................... $100 E Commercial/lndustrial Districts* . ... ... .-. .... .. ... ... $500 Plus $10 per 1,000 square feet of building area:( thousand square feet) 'lncJude number of gx]B[hg employees:*lnclude number of 498 employeG: E Residential Districts-,..............................,........ $500 Plus $5 per dwelling unit ( units) E Notification Sign (city to installand remove)............- E Property Owners' List within 500' (city to generate afrer pre.application mseting) E Escrow for Recording Documents (check all that apply) ! lnterim Use Permit ! Variance E Easements L- easements) Section 2: Required lnformation 7851 Park Dr. Parcel #251900180 Lot 2, Blk 3 Chanhassen Lakes Business Park Total Acreage: Present Zoning 4.17 Wetlands Present? Z Yes E Ho lndustrial Office Park District (lOP)Requested Zoning:lndustrial Office Park District (lOP) Requested Land Use Designation Office/lndustrialPresent Land Use Designation . Office/lndustrial Existing Use of Property:640 sq. ft. office, 1200 sq. ft. showroom, 5442 assembly/warehouse, outside storage COiiUUNITY DEVELOPMENT DEPARTMENT Planning Division - 7700 Market Boulevard Mailing Address - P.O. Box 147, Chanhassen, MN 553 17 Phone: (952) 227 -1100 I Fax: (952) 227-1110 CITYOI'CHNHASSIil Description of proposal: Amending existing Conditional Use permit to expand outside stotage atea. Property Address or Location: Legal Description: Echeck box if separate narrative is attached. 24 Property Owner and Applicant lnformation APPLICANT OTHER THAN PROPERTY Off{ER: ln signing this appllcation, l, as applicant, represent to have obtained authorization from the poperty owner to file this application. lagree to be bound by conditions of approvat, subjec{ only to the right to object atthe hearings on the applicatbn or durhg the appeal period. lf this application tiis na i:een'signeO Oy the property owner, I have attached separate (bcumentation of tull legal capacity to fib 6e applicafon. This appliLtion ' should be proce€sed in my name and l.am lhe party whorn th€ City should contact regarding-any mater pertai;ing to this ?pplbation. I will keep myseff informed of the deadlines for submbsion of material ani rre progi':ss ot ttris applicition. Ifurfier undeEtand that addfional fees may be charged for consulting fees, ieasibitity studies, e[c. wiur an estmate prior to any auhorization to proceed with Sre study. I cediry that the information and exhibits submitted are true and conect. Name: Barry Stock Conlad Barry Stock Phone: $12149o4742 (612) 490-8742 Address:15018 Bridgswater Dr. City/Statezip: ssvage' MN 56378 Email: bstocftT@hofmil.corn sig n"gur". Barry A. Stock Otn*y rt !.d t sr, A Slod( Dd.: m21 .06- ll 1'll5l l 45S 8t13t21 PROPERTY OXflER: ln signlng this application, l, as property owner, have tull legal capacity to, and hereby do, authoriz8 the filing of $is application. I undeBtand that condifions of approval are binding and agree to be baund by those conditions, subject only to the righl to object at the hearings or during the appeal perMs. I will keep myself inbrmed of the deadlines for submi*sion of malerial and tfie progrs of this application. I furtfier undeGtand that additional fees may be charged for consulting fues, feasibility studies, etc. wi$ an estimate prior to any authorization to proceed with the study. I cerlify that the information and exhibits submitted are true and conect. Lotus Holdings LLC Cell: Fax: me Cell: Fax: he (612) 964-7568 Email: Signature: .@m € -/3-Jt This applbation must be compleGd in full and musd be accompanied by all inforrEtion and plans requircd by applicaHe City Ordinance provisions. Bofore filing this apdi(Xion, r€{€r b the appopriate Applicrtion Checldist and confer with the Planning Department to determine the specific ordinance and applicable procedural requ irements and fees. A determination of completeness of the application shall be mde within 15 busine$ days of application submittal. A tl,ritten notic€ of appli€tton deficiencies shall be mailed to the applicant within 15 business days of application. PROJECT ENGII'IEER (if applicable) Name: Oudca Consulting and Eng[neerlng 6entrrct Eric Beadey Phone: (651) 964'46465775 tNayzala Blvd. Suite 700 CrtylSlalelZip:St.Louis Park, MN 55416 Cp;t: (651) 402-1670 Fax (651) 964-4643eric.beazley@quetica.com Address: Email Section 4: Notification lnformation Who ahould r€ceive copies of .tafr raporta?'Odlor Contac.t lnformaton: Name:ag atr Property Orvner Ma:Appli:ant VE:Engineer Vra:Olhef Vra: Mailed Paper Copy Mailed Paper Copy Mailed Pap€r Copy Mailed Paper Copy Email Email Email Email nantr Address: City/Statezip: Email: INSTRUCTIONS TO APPLICANT : Compleb all nec*sary form fields, th6n select SAVE FORf, to save a copy to your b city along with required documents and payment. SUB TT FORiI to send a digitaldevice. PRlt{T FOR and deliver SAVE FORM SUBMTT FORM Section 3: Name: 6e616d Mark He<lgB Phone: (612) 98l-7568Address. 10249 Yellov Cird€ D.. Suite 200 City/Stratezip: Minndonka' MN 55343 PRINT FORU copy to the city br processing. 25 1 Lakeshore Equipment Company Conditional Use Permit Request City of Chanhassen August 19, 2021 7851 Park Dr. Chanhassen, MN 55317 Property Owner: Lotus Holdings LLC c/o Mark Hedge 7411 Frontier Trail Chanhassen, MN 55317 Submittal contents: This packet includes the following: (A) property details, (B) summary of proposal, (C) background, (D) project proposal, (E) General Issuance Standards for CUP per City Code Sec. 20-232, (F) supporting documents. 26 2 A. Property details Site Address: 7851 Park Dr. Chanhassen, MN 55317 Legal Description: Lot 2, Blk. 3 Chanhassen Lakes Business Park Parcel ID#: 25-1900180 Parcel Size: 4.17 acres (181,645.2 sq. ft.) Zoning: IOP (Industrial Office Park) Existing CUP: Approved October 24, 1988 B. Summary of proposal Applicant is requesting approval of amend existing conditional use permit to expand outside storage area by 10,467 sq. ft. C. Background The subject property is owned by Lotus Holdings LLC. Lakeshore Equipment is currently leasing the subject property. Lakeshore Equipment was established nearly 35 years ago and has been operating at the subject site since 1988. Lakeshore Equipment is a full- service company offering dock and lift sales, installation, removal and repair. Lakeshore equipment offers a variety of docks, lifts and accessories from manufacturers like Floe, Porta-Dock, ShoreMaster and ShoreStation to help homeowners and businesses create the perfect personalized shoreline area. Lakeshore Equipment also provides an experienced service crew that will install or remove all manufacturer’s docks, boat houses, boat lifts and accessories as requested by the owner. Lakeshore Equipment provides maintenance, repair and fabrication services year round. The Chanhassen operation center includes an existing 7332 sq. ft. building consisting of 680 sq. ft. of office space, 1200 sq. ft. showroom and 5452 sq. ft. of assembly/warehouse area. The site also includes customer/employee parking and an outside storage area (28,377 sq. ft.). The parking areas consist of a bituminous surface while the remainder of the outside storage area has a Class five gravel surface. The outside storage area is also enclosed with an 8 foot chained link fence with appropriate mesh screening per City Code requirements. Currently Lakeshore Equipment has four (4) full-time employees operating out of the site. Annually an additional ten (10) part-time employees are hired to meet the seasonal work force needs associated with the business operation. 27 3 Operating hours at the site are typically Monday – Friday, 8:30 a.m. – 5:00 p.m. During the busy spring season the site is also open on Saturdays 9:00 a.m. – 5:00 p.m. During a typical business week, the site will receive 3 – 5 daily deliveries from UPS and/or Fed Ex services. A single semi delivery is also common during the spring/summer seasons. On average – the business might also experience between 15 – 20 customers per day with usually no more than 3 customers at any one time. Given the seasonal nature of the business, daily customer traffic slows during the winter months. D. Project proposal: It is the desire of Lotus Holdings LLC. to maximize the development potential of the subject property in order to meet customer demand for products and services associated with Lakeshore Equipment’s business operation. At this time, that includes a request to amend the existing Conditional Use Permit to include an expansion of the outside storage area by approximately 10,467 sq. ft. To accommodate this expansion we are proposing to extend the outside storage area westerly to the 30 ft. front yard property setback line. The proposed site plan included with this application illustrates the proposed outside storage expansion as well as the employee and customer parking area. The proposed parking plan requirements are consistent with City Code Sec. 20-1124 (2w) and includes 13 parking stalls to be located outside of the enclosed fenced in area primarily to serve customers and 8 parking stalls within the fenced in area primarily for employee use. All parking stalls will be on a bituminous surface. The existing enclosed trash enclosure on the site will be relocated to an area within the enclosed outside storage area per the proposed site development plan. A landscape plan has also been prepared in accordance with City code requirement. To accommodate the proposed outside storage area expansion a number of existing evergreens will need to be removed. The landscape plan proposes to replace these trees within the wetland buffer area on the south side of the property. The placement of native trees within wetland buffer areas is a recommended storm water management practice. A storm drainage plan has also been prepared to meet all City and Watershed District requirements. Specific attention has been given to meet required wetland and buffer setbacks. A second driveway access to the site is being proposed to be located approximately 100 ft. south of the existing driveway. This new driveway entrance is intended to be used solely for the purpose of receiving deliveries from semi-trucks or extended trailers. Currently those vehicles must back into the site off of Park Dr. entering through our customer and employee parking. The new access point will improve safety for not only our employees and customers but also those using Park Dr. 28 4 A large portion of the existing site is encumbered by wetlands and/or slopes not suitable for development. If the outside storage expansion is approved the total developed area will increase from 35,709 (Existing building – 7332 sq. ft. and existing outside storage/parking areas – 28,377) to 46,176 sq. ft. by the addition of 10,467 sq. ft. of new outside storage area. With the approval of the proposed outside expansion area the overall lot coverage ratio would equate to 25.42%. Well below the 70% lot coverage ratio maximum set forth in City Code. To address refuse disposal needs, an illustration has been included with the application to show how the collection of refuse will be handled by the service provider. It should also be noted that the gates to access the outside storage area will be an automated slider design. This being the case, the gate will only be open during those times that vehicles are entering or exiting the enclosed storage and building loading areas. E. General Issuance Standards for CUP per City Code Sec. 20-232 1. The proposed outside storage area expansion will not be detrimental to or endanger the public health, safety, comfort, convenience or general welfare of the neighborhood or the city. The outside storage area is being screened in accordance with City Code requirements. To the best of our knowledge no complaints from adjacent property owners, residents or customers have been received related to our operation. It is our intent to continue to operate in a manner that is beneficial to not only our business but the entire Chanhassen community. 2. The proposed project is consistent with the objectives of the city’s comprehensive plan and city code requirements. The City’s comprehensive plan clearly encourages business development and the continued preservation and enhancement of the City’s tax base. The Comprehensive plan also encourages business development to meet the service needs of its residents. 3. The proposed project has been designed and will be constructed, operated and maintained so to be compatible in appearance with the existing or intended character of the general vicinity and will not change the essential character of the neighborhood. It is our opinion that landscaping plan as submitted will actually enhance the physical appearance of the site and the character of the neighborhood. We also believe that the relocation of the trash receptacle is also a site improvement. 4. The proposed project will not be hazardous or disturbing to existing or planned neighboring uses. The surrounding area is essentially full developed and the operation at the site in question has not materially changed in 33 years. The 29 5 proposed outside storage expansion will be operated in accordance with past procedures. 5. The proposed project is adequately served by essential public services, including streets, police and fire protection, drainage structures, refuse disposal, water and sewer systems and schools. No changes are being proposed to the existing City infrastructure and/or services. Refuse collection will continue to be provided by a local refuse disposal company. Storm drainage impact associated with the new development has been addressed through the provision of on-site storm drainage systems in accordance with City Code and Watershed District requirements. 6. The proposed project will not create excessive requirements for public facilities and services and will not be detrimental to the economic welfare of the community. No new additional requirements for public facilities and services will be need to address the proposed site development. 7. The proposed project will not involve uses, activities, processes, materials, equipment and conditions of operation that will be detrimental to any persons, property or the general because of excessive production of traffic, noise, smoke, fumes, glare, odors, rodents, or trash. Business operations are intended to continue as they have in the past and the site development will not result in any additional traffic volume to the site 8. An additional driveway access is being proposed to the subject property along Park Dr. approximately 100 ft. south of the existing driveway access. This new access point will improve traffic flow along Park Dr. as semi-trucks and long trailers will no longer need to back into the site off of Park Dr. The distance separation between the two driveways into the site is also consistent with other building sites in the area. The proposed project will improve traffic flow and congestion not detract from it. 9. The proposed project will not result in the destruction, loss or damage of solar access, natural, scenic or historic features of major significance. 10. The proposed project will be aesthetically compatible with the area. 11. The proposed project will not depreciate surrounding property values. 12. The proposed project will meet all standards and/or conditions for outside storage as provided per City Code. 30 6 F. Supporting documents included with application: 1. Property Title Commitment 2. Site development and civil plans 3. Wetland Delineation 4. ALTA Survey 31 7 Looking southeast into the site. 32 8 Looking east into the site 33 DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020C0-1COVERWARNING: THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR LOCATIONS OF ALL EXISTING UTILITIES. THEY SHALL COOPERATE WITH ALL UTILITY COMPANIES IN MAINTAINING THEIR SERVICE AND/OR RELOCATION OF LINES. THE CONTRACTOR SHALL CONTACT GOPHER STATE ONE CALL AT 651-454-0002 AT LEAST 48 HOURS IN ADVANCE FOR THE LOCATIONS OF ALL UNDERGROUND WIRES, CABLES, CONDUITS, PIPES, MANHOLES, VALVES OR OTHER BURIED STRUCTURES BEFORE DIGGING. THE CONTRACTOR SHALL REPAIR OR REPLACE THE ABOVE WHEN DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER. EXTREME CAUTION MUST BE EXCERCISED BEFORE AN EXCAVATION TAKES PLACE ON OR NEAR THIS SITE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR LOCATIONS OF ALL EXISTING UTILITIES. THEY SHALL COOPERATE WITH ALL UTILITY COMPANIES IN MAINTAINING THEIR SERVICE AND/OR RELOCATION OF LINES. 7851 Park Drive PROJECT SITE 34 PARK DRIVEPARK COURT WETWET WETWET WET WET WET WET WET WET WET WET WET WETWET WET WET WET WET WET WET WET 9 X X X X X X X X X X X X XXXX XINSTALL TREE PROTECTION AROUND EXISTING TREE TO REMAIN SAVE EXISTING TREE IF POSSIBLE CHANGE CASTING TO FLAT SOLID MANHOLE COVER PROTECT EXISTING WATER VALVE TO REMAIN SAWCUT AT EDGES OF REMOVALS REMOVE 2' OF BITUMINOUS AT PROPOSED DRIVEWAY SAWCUT AT EDGES REMOVE AND SALVAGE EXISTING FENCE AND GATE REMOVE AND DISPOSE TRASH ENCLOSURE AND CONCRETE PAD PROTECT EXISTING BUILDING TO REMAIN REMOVE AND DISPOSE EXISTING CURB AND GUTTER DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020THE CONTRACTOR SHALL CONTACT GOPHER STATE ONE CALL AT 651-454-0002 AT LEAST 48 HOURS IN ADVANCE FOR THE LOCATION OF ALL UNDERGROUND WIRES, CABLES, CONDUITS, PIPES, MANHOLES, VALVES AND OTHER BURIED STRUCTURES BEFORE DIGGING. THE CONTRACTOR SHALL REPAIR OR REPLACE THE ABOVE WHEN DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER. EXTREME CAUTION MUST BE EXCERCISED BEFORE AN EXCAVATION TAKES PLACE ON OR NEAR THIS SITE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR LOCATIONS OF ALL EXISTING UTILITIES. THEY SHALL COOPERATE WITH ALL UTILITY COMPANIES IN MAINTAINING THEIR SERVICE AND/OR RELOCATION OF LINES. NOTES: 1.SEE THE NOTES SHEET (C4-1) FOR FULL REMOVALS NOTES, WHICH ARE INTEGRAL TO THIS PLAN SHEET. 2.PROTECT EXISTING CURB AND GUTTER ALONG STREETS AND OTHERWISE, EXCEPT AS NOTED. 3.SAWCUT ALL EDGES (ALONG REMOVAL AREAS) OF PAVEMENT & CURB/GUTTER. 4.PROTECT EXISTING STREETS AND ALLEY. 5.PROTECT ADJACENT PROPERTIES 6.CONTRACTOR RESPONSIBLE FOR CLEANING DEBRIS TRACKED OFF SITE. X X PLACE SILT FENCE AROUND PERIMETER OF DISTURBED AREA ROW BOUNDARY PROPERTY LINE CONSTRUCTION LIMITS REMOVE AND DISPOSE ALL SURFACE FEATURES INCLUDING, BUT NOT NECESSARILY LIMITED TO, BRUSH, DEBRIS, CURB AND GUTTER, PAVEMENT, SIGNS, BUILDINGS, LANDSCAPING, ETC. EXCEPT WHERE NOTED. STOCK PILE TOPSOIL ON SITE. Feet 1" = 20' 4020010 TREE REMOVALS (See landscaping for replacements) Total Conifers: 7 Total Overstory Deciduous: 3 C1-1REMOVALSPLAN35 PARK DRIVEPARK COURT WETWET WETWET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET12 9 920.0 925.0 930.0 917.0 918. 0 919.0 921.0 922.0 923.0 924.0 926.0 927.0 928.0 929.0 931.0 920.0920. 0 920. 0 920.0 920.0925.0925.0925. 0 925.0 925.0930.0930. 0 930.0 930.0930.0917. 0 917. 0 917.0 917.0918. 0 918. 0 918.0 918.0919. 0 919. 0 919.0 919.0921.0921. 0 921. 0 921.0 921.0922.0 922. 0 922. 0 922.0 922.0923.0923.0923. 0 923.0 923.0924.0924.0924. 0 924.0 924.0926.0926.0926. 0 926.0 926.0927.0927.0927. 0 927.0 927.0928.0928. 0 928. 0 928.0928.0929.0929. 0 929. 0 929.0929.0931.0931. 0 931.0931.0931.0931.0 935.0 934.0 936.0 936. 0 936.0 937.0 935. 0 935.0935.0935.0 935. 0 934.0 934.0 934.0934.0 934. 0 934.0936.0 936.0 936.0936.0936.0936.0 936. 0 93 7 . 0 937.0 937. 0 937.0937.0937.0 937.0 935 9349339369379409399389.0' TYP.18.0' TYP. TRASH 20.0' 100.0' 30.0' TBC = 935.5 GL = 935.0 MATCH EX. R20.0' R32.0' R50.0' R20.0' TBC = 935.2 GL = 934.7 TBC = 932.84 GL = 932.34 MATCH EX. TBC = 934.5 GL = 934.0 GL = 934.0 2%1%3% 3%GL = 9 3 3. 9 TBC = 934.97 GL = 934.47 TOC = 936.52 MATCH EX.TOC = 935.11 MATCH EX. TOP = 932.40 MATCH EX. TOP = 935.06 MATCH EX. DT DT DT DT GND = 9 3 3. 7 GND = 9 3 3. 7 GND = 9 3 3. 7 933 932 932 931 930 929 928 DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020C2-1SITE AND GRADINGPLANROW EASEMENT PROPERTY LINE 1 PROPOSED TRASH CONTAINER AREA 2 PROPOSED GRAVEL STORAGE AREA 3 WETLAND BUFFER ZONE LIMIT - WATERSHED REQUIRES AVERAGE OF 80' FOR HIGHEST QUALITY WETLAND PER WATERSHED REQMNT. 2 3 3 4 WETLAND DELINEATION LIMIT 4 WET WET WETLAND DELINEATION LIMIT WETLAND BUFFER LIMIT 5 PROPOSED STORM WATER SWALE @ 1% 5 6 6 12" RIP-RAP APRON 7 7 PROPOSED FENCE LOCATION PER MANUFACTURER SPECIFICATIONS EXISTING GRAVEL SURFACE PROPOSED GRAVEL SURFACE PROPOSED DITCH 8 8' FENCE ALONG PARK DRIVE SETBACK 8 9 2' RIBBON CURB 9 10 PROPOSED ONE WAY ENTRY DRIVEWAY (PER CITY STANDARDS) 11 2' NOSE DOWN CURB 12 1' CONCRETE RIBBON CURB 10 11 12 13 PROPOSED SECURITY GATE 13 13 1 Feet 1:239.9999 4020010 Site Summary: Zone: IOP - Industrial Office Park District Parking Setback Front: 30 Feet or 10 Feet with 100% screening 5' above parking lot Rear: 10 Feet Side Yards: 25 Feet EXISTING PARKING: 19 STALLS PROPOSED PARKING: 21 STALLS REQUIRED STALLS: 21 STALLS (ASSUMING Storage, wholesale, or warehouse establishments and 1000 SF office space) and Employee count provided by owner. EXISTING OUTDOOR STORAGE SPACE: 28400 SF PROPOSED OUTDOOR STORAGE SPACE: 38800 SF CITY WETLAND BUFFER: 50' FOR HIGHEST QUALITY WETLAND 11 11 11 14 WETLAND BUFFER MONUMENT PER CITY STANDARDS 14 14 15 PATCH BITUMINOUS PER CITY STANDARDS 15 16 10' - 12" HDPE @ 2% INV = 931 16 NOTES: 1.SEE THE NOTES SHEET (C4-1) FOR FULL SITE PLAN NOTES, WHICH ARE INTEGRAL TO THIS PLAN SHEET. 2.CONTRACTOR TO MAINTAIN ACCESS TO THE FIRE DEPARTMENT CONNECTION FOR FIRE DEPARTMENT PERSONNEL AT ALL TIMES DURING THE CONSTRUCTION PERIOD. 3.SEE THE REMOVALS PLAN FOR PROTECTION OF EXISTING FEATURES, INFRASTRUCTURE AND UTILITIES TO REMAIN. 4.THE REMOVAL, PRUNING, AND/OR PLANTING OF TREES IN THE PUBLIC BOULEVARD REQUIRES AN APPROVED PERMIT FROM THE CITY FORESTER. ANY WORK MUST BE COMPLETED BY A LICENSED TREE CONTRACTOR. 5.INSPECTION CONTACT: THE DEVELOPER SHALL CONTACT THE RIGHT OF WAY INSPECTOR ONE WEEK PRIOR TO BEGINNING WORK TO DISCUSS TRAFFIC CONTROL, PEDESTRIAN SAFETY AND COORDINATION OF ALL WORK IN THE PUBLIC RIGHT OF WAY. NOTE: IF A ONE WEEK NOTICE IS NOT PROVIDED TO THE CITY, ANY RESULTING DELAYS SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 6.AS PART OF THE ROW PERMITTING PROCESS, TWO WEEKS BEFORE ANY WORK BEGINS THAT IMPACTS THE ROW IN ANY WAY THE DEVELOPER SHALL PROVIDE TO THE ROW INSPECTOR THE NAME AND CONTACT INFORMATION OF THE CONSTRUCTION PROJECT MANAGER OR CONSTRUCTION PROJECT SUPERINTENDENT. IF THIS INFORMATION IS NOT PROVIDED THERE MAY BE A DELAY IN OBTAINING PERMITS FOR THE WORK IN THE ROW. SAID DELAYS WILL BE THE SOLE RESPONSIBILITY OF THE DEVELOPER 7.A FOUR-SIDED TRENCH BOX IS REQUIRED ON ALL EXCAVATIONS DEEPER THAN 5 FEET WHERE UNDERGROUND WORK OR INSPECTION IS TO BE PERFORMED BY SPRWS. FOR ALL WET TAPS TO BE PERFORMED BY SPRWS, A MINIMUM TRENCH BOX SIZE OF 8 FEET HIGH X 8 FEET WIDE X 10 FEET LONG IS REQUIRED. LADDERS ARE REQUIRED AND MUST EXTEND 3 FEET ABOVE THE SURFACE OF THE TRENCH. SIDEWALKS, PAVEMENTS, DUCTS AND APPURTENANT STRUCTURES SHALL NOT BE UNDERMINED UNLESS A SUPPORT SYSTEM OR ANOTHER METHOD OF PROTECTION IS PROVIDED. TRENCHES IN EXCESS OF 20 FEET IN DEPTH MUST BE SIGNED OFF BY A REGISTERED PROFESSIONAL ENGINEER. EXCAVATED MATERIAL MUST BE KEPT A MINIMUM OF 2 FEET FROM THE EDGE OF THE TRENCH. 8.CONSTRUCTION IN THE RIGHT OF WAY: ALL WORK ON CURBS, DRIVEWAYS, AND SIDEWALKS WITHIN THE PUBLIC RIGHT OF WAY MUST BE DONE TO CITY STANDARDS AND SPECIFICATIONS BY A CONTRACTOR LICENSED TO WORK IN THE CITY RIGHT-OF-WAY UNDER A PERMIT FROM PUBLIC WORKS SIDEWALK SECTION. SIDEWALK GRADES MUST BE CARRIED ACROSS DRIVEWAYS. 9.RIGHT OF WAY RESTORATION: RESTORATION OF ASPHALT AND CONCRETE PAVEMENTS ARE PERFORMED BY THE PUBLIC WORKS STREET MAINTENANCE DIVISION. THE CONTRACTOR IS RESPONSIBLE FOR PAYMENT TO THE CITY FOR THE COST OF THE RESTORATIONS. THE CONTRACTOR SHALL CONTACT PUBLIC WORKS STREET MAINTENANCE TO SET UP A WORK ORDER PRIOR TO BEGINNING ANY REMOVALS IN THE STREET. PROCEDURES AND UNIT COSTS ARE FOUND IN STREET MAINTENANCE'S "GENERAL REQUIREMENTS -ALL RESTORATION" AND ARE AVAILABLE AT THE PERMIT OFFICE. 17 12" HDPE PERFORATED RISER RIM = 932.95 INV (E,S) = 931.0 INV (E,W) - (4" ORIFICE) = 932.25 18 100' - 6" PERFORATED DRAINTILE @ .5% INV = 931.5 17 18 36 WET WET WET WET WET WET WET WET WET WET WET WET 12 920.0 925.0 930.0 921. 0 922. 0 923.0 924.0 926.0 927.0 928.0 929.0 931.0 920. 0925.0930.0917.0 918. 0 919. 0 921. 0922.0923.0924.0926.0927.0928.0929.0931.0935.0 934.0 936.0 936.0 936.0 937.0 935.0935.0934.0 934.0936.0 936.0 936.0936.0937 . 0 937.0 937. 0 935 934933936937940939938 dwgmodels.com dwgmodels.com dwgmodels.com DT DT DT DT DT DT DT DT 933 932 932 931 930 929 928 DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020THE CONTRACTOR SHALL CONTACT GOPHER STATE ONE CALL AT 651-454-0002 AT LEAST 48 HOURS IN ADVANCE FOR THE LOCATION OF ALL UNDERGROUND WIRES, CABLES, CONDUITS, PIPES, MANHOLES, VALVES AND OTHER BURIED STRUCTURES BEFORE DIGGING. THE CONTRACTOR SHALL REPAIR OR REPLACE THE ABOVE WHEN DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.C3-1LANDSCAPINGPLANEASEMENT PROPERTY LINE WET WET WETLAND DELINEATION LIMIT WETLAND BUFFER LIMIT Feet 1:119.9999 201005 dwgmodels.com PLANTING SCHEDULE TREES CODE BOTANICAL NAME COMMON NAME SIZE CONTAINER QTY Type Ar Acer rubrum Red Maple 2.5" B&B 3 Overstory Gi Gleditsia triacanthos inermis, spp. Honeylocust 2.5" B&B 2 Overstory Pg Picea glauca Spruce, White 8' B&B 7 Overstory Lx Lonicera xylosteum Emerald Mound Honeysuckle #2 Potted 8 Shrub Mp Malus ‘Prairifire’ Prairifire Crabapple 2.5" B&B 3 Understory Ms Malus ‘Spring Snow’ Spring Snow Crabapple 2.5" B&B 2 Understory Lx 8 Mp 3 Ms 2 Pg 7 Ar 3 Gi 2 LANDSCAPING NOTES: 1.SEE C5-1 FOR LANDSCAPING DETAILS AND NOTES. 2.RESEED DISTURBED AREAS WITH TWIN CITY CITY SEED COMPANY 'TUFF TURF' SEED MIX (OR APPROVED EQUIVALENT) PER MNDOT SEEDING STANDARDS. 3.THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN TREES IN A PLUMB POSITION THROUGHOUT THE MAINTENANCE PERIOD. 37 DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020A.The existing conditions information shown on these plans are per a survey completed by Bohlen Surveying & Associates on 1-7-2021. B.Contractor to verify building dimensions, and utility and basement depths. C.Utility information from plans and markings was combined with observed evidence of utilities to develop a view of the underground utilities shown hereon. However, lacking excavation, the exact location of underground features cannot be accurately, completely and reliably depicted. Where additional or more detailed information is required, excavation may be necessary. D.Other underground utilities of which we are unaware may exist. Verify all utilities critical to construction or design. E.Some underground utility locations are shown as marked onsite by those utility companies whose locators responded the Gopher State One Call. F.Existing conditions, including buried structures and utilities, have been shown hereon are subject to the following restrictions: 1.Utility operators do not consistently respond to locate requests. 2.Utility operators that do respond often will not locate services from their main line to the customer's structure or facility - they consider those segments private installations that are outside of their jurisdiction. If a private service to an adjoiner's site crosses this site, or a service to this site crosses an adjoiner's site, it may not be located since most operators will not mark such “private” services. 3.Snow and ice during winter months may obscure otherwise visible evidence of a buried structure or utility. 4.Maps provided by operators, either along with a field location or in lieu of such a location, are often inaccurate or inconclusive. A.The Contractor shall take all precautions necessary to avoid property damage to adjacent properties during the construction phase of the project. The Contractor will be held responsible for any damages to adjacent properties occurring during the construction phase of this project. B.The Contractor will be responsible for providing and maintaining traffic control devices such as barricades, warning signs, directional signs, flagmen and lights to control the movement of traffic where necessary. Placement of these devices shall be approved by the Owner prior to placement. Traffic control devices shall conform to the appropriate Minnesota Department of Transportation standards. C.In accordance with generally accepted construction practices, the Contractor will be solely and completely responsible for conditions on the job site, including safety of all persons and property during the performance of the work. This requirement will apply continuously and not be limited to normal working hours. D.The duty of the developer or engineer to conduct construction review of the Contractor's performance is not intended to review the adequacy of the Contractor's safety measures in, or near the construction site. E.Before beginning construction, the Contractor shall comply with the erosion control plan and/or permit. F.The Contractor shall field verify locations and elevations of existing utilities and topographic features prior to commencement of construction activity. The Contractor shall notify the engineer of any discrepancies or variations from the plans. G.Existing to Remain: Existing items of construction that are not to be permanently removed and that are not otherwise indicated to be removed, removed and salvaged, or removed and reinstalled. H.Unless otherwise indicated, demolition waste becomes property of Contractor. I.If appropriate, refer to the environmental plans and specifications for hazardous material remediation. J.Temporary Facilities: Provide temporary barricades and other protection required to prevent injury to people and damage to adjacent buildings and facilities to remain. K.Provide protection to allow safe passage of people around selective demolition area and to and from occupied portions of building. L.Temporary Shoring: Provide and maintain shoring, bracing, and structural supports as required to preserve stability and prevent movement, settlement, or collapse of construction and finishes to remain, and to prevent unexpected or uncontrolled movement or collapse of construction being demolished. M.Demolish and remove existing construction only to the extent required by new construction and as indicated. Use methods required to complete the Work within limitations of governing regulations. N.Remove decayed, vermin-infested, or otherwise dangerous or unsuitable materials and promptly dispose of off-site. O.Except for items or materials indicated to be recycled, reused, salvaged, reinstalled, or otherwise indicated to remain Owner's property, remove demolished materials from Project site and legally dispose of them in an approved landfill. P.Do not allow demolished materials to accumulate on-site. Q.Clear and grub and remove all trees, vegetation and site debris prior to grading. All removed material shall be hauled from the site daily. All clearing and grubbing and removals shall be performed per the contract specifications. Erosion control measures shall be immediately established upon removal. DEMOLITION NOTES A.All paving, concrete curb, gutter and sidewalk shall be furnished and installed in accordance with the requirements of the City of Chanhassen. See Architectural and Landscape plans for additional hardscape applications. B.The City department of engineering, building inspections department and the construction engineer shall be notified at least 48 hours prior to work within the street right of way (sidewalk, street or driveways). C.Minnesota state statute requires notification per Gopher State One Call prior to commencing any grading, excavation or underground work. D.See contract specifications for any removal details. E.Before beginning construction, the Contractor shall comply with the erosion control plan and/or permit. F.The Contractor shall field verify locations and elevations of existing utilities and topographic features prior to commencement of construction activity. The Contractor shall notify the engineer of any discrepancies or variations from the plans. G.The Contractor will be responsible for providing and maintaining traffic control devices such as barricades, warning signs, directional signs, flagmen and lights to control the movement of traffic where necessary. Placement of these devices shall be approved by the Owner prior to placement. Traffic control devices shall conform to the appropriate Minnesota Department of Transportation standards. H.In accordance with generally accepted construction practices, the Contractor will be solely and completely responsible for conditions on the job site, including safety of all persons and property during the performance of the work. This requirement will apply continuously and not be limited to normal working hours. I.The duty of the developer or engineer to conduct construction review of the Contractor's performance is not intended to review the adequacy of the Contractor's safety measures in, or near the construction site. J.Any sign or fixture removed within the right of way, or as part of the site work shall be replaced by the contractor in accordance with the city requirements. K.Clear, grub and remove all trees, vegetation and site debris prior to grading. All removed material shall be hauled from the site daily. All clearing and grubbing and removals shall be performed per the contract specifications. Erosion control measures shall be performed per the contract specifications. L.Pedestrian ramps shall be provided at the locations shown. M.The Contractor shall saw-cut bituminous and concrete pavements as required per the specifications. N.Concrete curb and gutter to be B612, except where otherwise noted. O.The contractor shall be required to obtain all permits from authorities and regulatory agencies having jurisdiction over this site and the adjacent right of ways, as required, prior to beginning work. P.Except for stripped topsoil and other materials indicated to be stockpiled or otherwise remain Owner's property, cleared materials shall become Contractor's property and shall be removed from Project site. Q.Salvageable Improvements: Carefully remove items indicated to be salvaged and store on Owner's premises. R.Do not commence site-clearing operations until temporary erosion- and sedimentation-control and plant-protection measures are in place. S.Soil Stripping, Handling, and Stockpiling: Perform only when the topsoil is dry or slightly moist. T.Protect and maintain benchmarks and survey control points from disturbance during construction. U.Locate and clearly identify trees, shrubs, and other vegetation to remain, or to be relocated. V.The intent of the proposed construction is to preserve as much of the existing pavement, curb and gutter and sidewalk as possible. Protect existing site improvements to remain from damage during construction. W.Interrupting Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated: 1)Notify Owner not less than [two] 2 days in advance of proposed utility interruptions. 2)Do not proceed with utility interruptions without Owner's written permission. X.Fill depressions caused by clearing and grubbing operations with satisfactory soil material unless further excavation or earthwork is indicated. Y.Remove sod and grass before stripping topsoil. Z.Strip topsoil to full depth in a manner to prevent intermingling with underlying subsoil or other waste materials. AA.Remove subsoil and nonsoil materials from topsoil, including clay lumps, gravel, and other objects more than 2 inches in diameter; trash, debris, weeds, roots, and other waste materials. BB.DO NOT remove or disturb or damage site improvements outside of the project limits, including but not limited to, parking meter signs, lights, signs, sidewalks, fencing, structures, etc. SITE PLAN NOTES A.All disturbed areas are to receive a minimum of 4-inches of topsoil mixed with 2-inches of compost (for a total of 6-inches), and sod or seed. These areas shall be watered by the Contractor until the sod or seed is growing in a healthy manner. See Landscape plan for more information. B.The Contractor shall take all precautions necessary to avoid property damage to adjacent properties during the construction phase of the project. The Contractor will be held responsible for any damages to adjacent properties occurring during the construction phase of the project. C.The Contractor will be responsible for providing and maintaining traffic control devices such as barricades, warning signs, directional signs, flagmen and lights to control the movement of traffic where necessary. Placement of these devices shall be approved by the Owner prior to placement. Traffic control devices shall conform to the appropriate Minnesota Department of Transportation standards. D.In accordance with generally accepted construction practices, the Contractor will be solely and completely responsible for conditions on the job site, including safety of all persons and property during the performance of the work. This requirement will apply continuously and not be limited to normal working hours. E.The duty of the developer or engineer to conduct construction review of the Contractor's performance is not intended to review the adequacy of the Contractor's safety measures in, or near the construction site. F.The contractor shall be required to obtain all permits from authorities and regulatory agencies having jurisdiction over this site, as required, prior to beginning work. G.Before beginning construction, the Contractor shall comply with the erosion control plan and/or permit. H.The Contractor shall field verify locations and elevations of existing utilities and topographic features prior to commencement of construction activity. The Contractor shall notify the engineer of any discrepancies or variations from the plans. I.Backfill: Soil material used to fill an excavation. J.Borrow Soil: Satisfactory soil imported from off-site for use as fill or backfill. K.Fill: Soil materials used to raise existing grades. L.Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent occupied or used facilities during earth moving operations. 1.Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction. 2.Provide alternate routes around closed or obstructed traffic ways if required by Owner or authorities having jurisdiction. M.Do not conduct work on adjoining property unless directed by Engineer. N.Do not commence earth-moving operations until temporary erosion- and sedimentation-control measures are in place. O.General: Provide borrow soil materials when sufficient satisfactory soil materials are not available from excavations. P.Satisfactory Soils: Soil Classification [Groups GW, GP, GM, SW, SP, and SM according to ASTM D 2487] [Groups A-1, A-2-4, A-2-5, and A-3 according to AASHTO M 145], or a combination of these groups; free of rock or gravel larger than 3 inches in any dimension, debris, waste, frozen materials, vegetation, and other deleterious matter. Q.Unsatisfactory Soils: Soil Classification [Groups GC, SC, CL, ML, OL, CH, MH, OH, and PT according to ASTM D 2487] [Groups A-2-6, A-2-7, A-4, A-5, A-6, and A-7 according to AASHTO M 145], or a combination of these groups. 1.Unsatisfactory soils also include satisfactory soils not maintained within 2 percent of optimum moisture content at time of compaction. R.Engineered Fill: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1-1/2-inch (37.5-mm) sieve and not more than 12 percent passing a No. 200 (0.075-mm) sieve. S.Drainage Course: Narrowly graded mixture of washed, crushed stone, or crushed or uncrushed gravel; ASTM D 448; coarse-aggregate grading Size 57; with 100 percent passing a 1-1/2-inch (37.5-mm) sieve and 0 to 5 percent passing a No. 8 (2.36-mm) sieve. T.Sand: ASTM C 33; fine aggregate. U.Install Detectable Warning Tape above constructed utilities. Detectable warning tape is defined as: Acid- and alkali-resistant, polyethylene film warning tape manufactured for marking and identifying underground utilities, a minimum of 6 inches wide and 4 mils thick, continuously inscribed with a description of the utility, with metallic core encased in a protective jacket for corrosion protection, detectable by metal detector when tape is buried up to 30 inches deep; colored as follows: 1.Red: Electric. 2.Yellow: Gas, oil, steam, and dangerous materials. 3.Orange: Telephone and other communications. 4.Blue: Water systems. 5.Green: Sewer systems. V.Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earth moving operations. W.Protect and maintain erosion and sedimentation controls during earth moving operations. X.Protect subgrades and foundation soils from freezing temperatures and frost. Remove temporary protection before placing subsequent materials. Y.If excavated materials intended for fill and backfill include unsatisfactory soil materials and rock, replace with satisfactory soil materials. Z.Before beginning construction the contractor shall install a temporary rock entrance pad at all points of vehicle exit from the project site. Said rock entrance pad shall be maintained by the contractor for the duration of the project. AA.Erosion and sedimentation control measures shall be established around the entire site perimeter and in accordance with NPDES permit requirements (if applicable), best management practices, City requirements and the details shown in the project plans. AB.All entrances and connections to City streets shall be performed per the requirements of the City. The contractor shall be responsible for all permits and notifications as required by the City. AC.Filtration basins shall not be constructed until all upstream areas have been established. AD.Excavate to indicated elevations and dimensions within a tolerance of plus or minus 1 inch. If applicable, extend excavations a sufficient distance from structures for placing and removing concrete formwork, for installing services and other construction, and for inspections. 1.Excavations for Footings and Foundations: Do not disturb bottom of excavation. Excavate by hand to final grade just before placing concrete reinforcement. Trim bottoms to required lines and grades to leave solid base to receive other work. 2.Excavation for Underground Tanks, Basins, and Mechanical or Electrical Utility Structures: Excavate to elevations and dimensions indicated within a tolerance of plus or minus 1 inch. Do not disturb bottom of excavations intended as bearing surfaces. AE. Excavations at Edges of Tree- and Plant-Protection Zones: 3.Excavate by hand to indicated lines, cross sections, elevations, and subgrades. Use narrow-tine spading forks to comb soil and expose roots. Do not break, tear, or chop exposed roots. Do not use mechanical equipment that rips, tears, or pulls roots. AF. Place backfill on subgrades free of mud, frost, snow, or ice. AG. Place backfill and fill soil materials in layers not more than 8 inches in loose depth for material compacted by heavy compaction equipment, and not more than 4 inches in loose depth for material compacted by hand-operated tampers. 1.Under structures, building slabs, steps, and pavements, scarify and recompact top 12 inches of existing subgrade and each layer of backfill or fill soil material at 98 percent. 2.Under walkways, scarify and recompact top 6 inches below subgrade and compact each layer of backfill or fill soil material at 95 percent. 3.Under turf or unpaved areas, scarify and recompact top 6 inches below subgrade and compact each layer of backfill or fill soil material at 85 percent. AH. General: Uniformly grade areas to a smooth surface, free of irregular surface changes. Comply with compaction requirements and grade to cross sections, lines, and elevations indicated. 1.Provide a smooth transition between adjacent existing grades and new grades. 2.Cut out soft spots, fill low spots, and trim high spots to comply with required surface tolerances. AI. Site Rough Grading: Slope grades to direct water away from buildings and to prevent ponding. Finish subgrades to required elevations within the following tolerances: 1.Turf or Unpaved Areas: Plus or minus 1 inch 2.Walks: Plus or minus 1 inch 3.Pavements: Plus or minus 1/2 inch GRADING, DRAINAGE & EROSION CONTROL NOTESEXISTING CONDITIONS NOTES C4-1NOTESBM BENCHMARK BLDG BUILDING BNDY BOUNDARY BFP BACK FLOW PREVENTER CB CATCH BASIN CF CUBIC FEET CFS CUBIC FEET PER SECOND CL CENTERLINE CMP CORRUGATED METAL PIPE CND CONDUIT CO CLEANOUT COMM COMMUNICATION CONC CONCRETE COR CORNER CTR CENTER CTRL CONTROL CV CONTROL VALVE CY CUBIC YARD DA DATUM DEG DEGREE DEPT DEPARTMENT DIA DIAMETER DIM DIMENSION DIP DUCTILE IRON PIPE DOT DEPARTMENT OF TRANSPORTATION EA EACH EC EDGE OF CURB EG EXISTING GRADE EOF EMERGENCY OVERFLOW EPA ENVIRONMENTAL PROTECTION AGENCY ESMT EASEMENT ELEV ELEVATION EX EXISTING EXP EXPANSION FFE FINISH FLOOR ELEVATION FNC FENCE FOC FACE OF CURB FT FEET G GAS OR GAS LINE GA GAGE GAL GALLON GB GRADE BREAK GL GUTTER FLOW LINE GND GROUND GW GROUND AT BASE OF RET. WALL GV GATE VALVE HAZMAT HAZARDOUS MATERIAL HDPE HIGH DENSITY POLYETHYLENE HDWL HEADWALL HWL HIGH WATER LEVEL HP HIGH POINT HV HOSE VALVE HWY HIGHWAY HYD HYDRANT INV INVERT ELEVATION IOS INVERT OF SWALE PAVT PAVEMENT PE POLYETHYLENE (PLASTIC) PERF PERFORATED PC POINT OF CURVE PL PROPERTY LINE PP POWER POLE PRKG PARKING PRV PRESSURE RELIEF VALVE PSI POUNDS PER SQUARE INCH PT POINT OF TANGENCY PVC POLYVINYL CHLORIDE (PLASTIC) RC REINFORCE CONCRETE RCP REINFORCED CONCRETE PIPE ROW RIGHT OF WAY RR RAIL ROAD SAN SANITARY SCH SCHEDULE SD STORM DRAIN SF SQUARE FEET SOV SHUT OFF VALVE SS SANITARY SEWER STA STATION STD STANDARD SW SIDEWALK SY SQUARE YARD T TELEPHONE TBC TOP BACK OF CURB TD TRENCH DRAIN TOB TOP OF BITUMINOUS TOC TOP OF CONCRETE TOD TOP OF DECK TOP TOP OF PAVEMENT TOS TOP OF SIDEWALK TW TOP OF RETAINING WALL TYP TYPICAL VA VARIES VB VALVE BOX VC VERTICAL CURVE VG VALLEY GUTTER VIF VERIFY IN FIELD VOL VOLUME W WATER LINE WM WATER METER WTR WATER WW WASTE WATER WWF WELDED WIRE FABRIC CIVIL PLAN ABBREVIATIONS Standard Erosion Control Notes for RPBCWD Development Reviews C1.The erosion control plan must include the following notes: a.Natural topography and soil conditions must be protected, including retention onsite of native topsoil to the greatest extent possible. b.Additional measures, such as hydraulic mulching and other practices as specified by the District must be used on slopes of 3:1 (H:V) or steeper to provide adequate stabilization. c.Final site stabilization measures must specify that at least six inches of topsoil or organic matter be spread and incorporated into the underlying soil during final site treatment wherever topsoil has been removed. d.Construction site waste such as discarded building materials, concrete truck washout, chemicals, litter and sanitary waste must be properly managed. e.All temporary erosion and sediment control BMPs must be maintained until completion of construction and vegetation is established sufficiently to ensure stability of the site, as determined by the District. f.All temporary erosion and sediment control BMPs must be removed upon final stabilization. g.Soil surfaces compacted during construction and remaining pervious upon completion of construction must be decompacted to achieve a soil compaction testing pressure of less than 1,400 kilopascals or 200 pounds per square inch in the upper 12 inches of the soil profile while taking care to protect utilities, tree roots, and other existing vegetation. h.All disturbed areas must be stabilized within 7 calendar days after land-disturbing work has temporarily or permanently ceased on a property that drains to an impaired water, within 14 days elsewhere. i.The permittee must, at a minimum, inspect, maintain and repair all disturbed surfaces and all erosion and sediment control facilities and soil stabilization measures every day work is performed on the site and at least weekly until land-disturbing activity has ceased. Thereafter, the permittee must perform these responsibilities at least weekly until vegetative cover is established. The permittee will maintain a log of activities under this section for inspection by the District on request. AIS Note for RPBCWD Development Reviews (Rules B, D, E, F, G) Activities must be conducted so as to minimize the potential transfer of aquatic invasive species (e.g., zebra mussels, Eurasian watermilfoil, etc.) to the maximum extent possible. 38 ENDS SECURLY CLOSED TO PREVENT LOSS OF OPEN GRADED AGGREGATE FILL. SECURED WITH 50 PSI ZIP TIE BUTT JOINTS 1 SEE MnDOT SPECS 2573 & 3891 MANUFACTURED ALTERNATIVES LISTED ON MnDOT's APPROVED PRODUCT LIST MAY BE SUBSTITUTED. GEOTEXTILE SOCK BETWEEN 4-10 FT. LONG AND 4-6 INCH DIAMETER. SEAM JOINED BY TWO ROWS OF STITCHING WITH A PLASTIC MESH BACKING OR HEAT BONDED (OR APPROVED EQUIVALENT). FILL ROCK LOG WITH OPEN GRADED AGGREGATE CONSISTING OF DURABLE PARTICLES OF COARSE AGGREGATE CONFORMING TO SPEC 3137 TABLE 3137-1; CA-3 GRADUATION. 1 INLET PROTECTION ROCK LOG not to scale GEOTEXTILE FABRIC, 36-INCH WIDTH POST LENGTH, 5-FEET MIN. AT 6-FOOT MAX. SPACING MACHINE SLICE 8" - 12" DEPTH 6" FLAP DIRECTION OF SURFACE RUNOFF FLOW PLASTIC ZIP TIES (50 LB TENSILE) LOCATED IN TOP 8-INCHES 24-INCH MIN.POSTEMBEDMENTSTANDARD MACHINE SLICED SILT FENCE TO PROTECT AREAS FROM SHEET FLOW LIGHT DUTY SILT FENCEnot to scale BIOLOG/SEDIMENT SOCK DISTURBED (WORK) AREA FLOW 100101102 DISTURBED (WORK) AREA AREA TO BE PROTECTED FLOW AREA TO BE PROTECTED CROSS-SECTION PLAN NOTE: FILTER SOCK SIZED TO SUIT CONDITIONS APPROVED COMPACTED SUBGRADE 18" RECYCLED ASPHALT APPROVED COMPACTED SUBGRADE AGGREGATE SURFACE COMPACTED TO 98% STND. PROCTOR DENSITY AGGREGATE SURFACING not to scale CONCRETE RIBBON AND LAY DOWN CURB not to scale CONTROL JOINT DETAIL NOT TO SCALE EXPANSION JOINT NOT TO SCALE COMPRESSIBLE JOINT FILLER (1/2" MIN. THICKNESS) URETHANE SELF LEVELING POURABLE SEALANT LOCATIONS AS NOTED IN SPECIFICATIONS OR SHOWN ON PLAN. NEW SLOPED CONC. WALK W/ NON-SLIP BROOM FINISH. CONCRETE CONCRETE VALLEY GUTTER NOT TO SCALEPAVEMENT/ASPHALT EDGEP.I. VEGETATED SWALE WITH UNDERDRAIN TYP. NOT TO SCALE OUTLET STANDPIPE DETAIL NOT TO SCALE PERFORATED STANDPIPE DIA. = DIAMETER OF PIPE (RIGID PIPE) GRATE 1" - 2" DIA. ROCK CONE EQUAL TO 12 THE HEIGHT OF THE STANDPIPE 1.5' TYP 6.0' TYP DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020C5-1DETAILS39 1S E1 2S E2 5S Roof 3P CB CB 4P Total Discharge 6P CB Downspouts Routing Diagram for 7851Existing Prepared by Quetica LLC , Printed 8/18/2021 HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 40 7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 2HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.193 74 >75% Grass cover, Good, HSG C (1S) 0.651 96 Gravel surface, HSG C (2S) 0.274 98 Paved roads w/curbs & sewers, HSG A (1S) 0.168 98 Roofs, HSG C (5S) 2.884 72 Woods/grass comb., Good, HSG C (2S) 4.170 79 TOTAL AREA 41 7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 3HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.274 HSG A 1S 0.000 HSG B 3.897 HSG C 1S, 2S, 5S 0.000 HSG D 0.000 Other 4.170 TOTAL AREA 42 7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 4HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.193 0.000 0.000 0.193 >75% Grass cover, Good 1S 0.000 0.000 0.651 0.000 0.000 0.651 Gravel surface 2S 0.274 0.000 0.000 0.000 0.000 0.274 Paved roads w/curbs & sewers 1S 0.000 0.000 0.168 0.000 0.000 0.168 Roofs 5S 0.000 0.000 2.884 0.000 0.000 2.884 Woods/grass comb., Good 2S 0.274 0.000 3.897 0.000 0.000 4.170 TOTAL AREA 43 7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 5HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 3P 921.48 919.98 75.0 0.0200 0.012 12.0 0.0 0.0 44 Type II 24-hr 2-YR Rainfall=2.52"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 6HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=20,329 sf 58.61% Impervious Runoff Depth>1.28"Subcatchment 1S: E1 Flow Length=295' Tc=32.2 min CN=88 Runoff=0.54 cfs 0.050 af Runoff Area=153,999 sf 0.00% Impervious Runoff Depth>0.62"Subcatchment 2S: E2 Flow Length=375' Tc=40.6 min CN=76 Runoff=1.56 cfs 0.183 af Runoff Area=7,332 sf 100.00% Impervious Runoff Depth>2.17"Subcatchment 5S: Roof Flow Length=35' Slope=0.0200 '/' Tc=7.0 min CN=98 Runoff=0.57 cfs 0.030 af Peak Elev=921.92' Inflow=0.58 cfs 0.065 afPond 3P: CB Outflow=0.58 cfs 0.065 af Inflow=2.09 cfs 0.263 afPond 4P: Total Discharge Primary=2.09 cfs 0.263 af Peak Elev=950.08' Inflow=0.57 cfs 0.030 afPond 6P: Downspouts Primary=0.28 cfs 0.015 af Secondary=0.28 cfs 0.015 af Outflow=0.57 cfs 0.030 af Total Runoff Area = 4.170 ac Runoff Volume = 0.263 af Average Runoff Depth = 0.76" 89.41% Pervious = 3.729 ac 10.59% Impervious = 0.442 ac 45 Type II 24-hr 2-YR Rainfall=2.52"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 7HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: E1 Runoff = 0.54 cfs @ 12.27 hrs, Volume= 0.050 af, Depth> 1.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.52" Area (sf) CN Description 11,914 98 Paved roads w/curbs & sewers, HSG A 8,415 74 >75% Grass cover, Good, HSG C 20,329 88 Weighted Average 8,415 41.39% Pervious Area 11,914 58.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 43 0.2100 0.15 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 25.5 73 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 1.8 179 0.0310 1.62 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 32.2 295 Total Subcatchment 1S: E1 Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2-YR Rainfall=2.52" Runoff Area=20,329 sf Runoff Volume=0.050 af Runoff Depth>1.28" Flow Length=295' Tc=32.2 min CN=88 0.54 cfs 46 Type II 24-hr 2-YR Rainfall=2.52"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 8HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: E2 Runoff = 1.56 cfs @ 12.41 hrs, Volume= 0.183 af, Depth> 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.52" Area (sf) CN Description 28,377 96 Gravel surface, HSG C 84,480 72 Woods/grass comb., Good, HSG C 41,142 72 Woods/grass comb., Good, HSG C 153,999 76 Weighted Average 153,999 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.8 100 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 5.6 200 0.0500 0.60 Sheet Flow, Storage Area Fallow n= 0.050 P2= 2.49" 2.2 75 0.0500 0.56 Shallow Concentrated Flow, Forested Slope Forest w/Heavy Litter Kv= 2.5 fps 40.6 375 Total Subcatchment 2S: E2 Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)1 0 Type II 24-hr 2-YR Rainfall=2.52" Runoff Area=153,999 sf Runoff Volume=0.183 af Runoff Depth>0.62" Flow Length=375' Tc=40.6 min CN=76 1.56 cfs 47 Type II 24-hr 2-YR Rainfall=2.52"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 9HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Roof Runoff = 0.57 cfs @ 11.98 hrs, Volume= 0.030 af, Depth> 2.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.52" Area (sf) CN Description 7,332 98 Roofs, HSG C 7,332 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 35 0.0200 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 0.6 35 Total, Increased to minimum Tc = 7.0 min Subcatchment 5S: Roof Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2-YR Rainfall=2.52" Runoff Area=7,332 sf Runoff Volume=0.030 af Runoff Depth>2.17" Flow Length=35' Slope=0.0200 '/' Tc=7.0 min CN=98 0.57 cfs 48 Type II 24-hr 2-YR Rainfall=2.52"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 10HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: CB [57] Hint: Peaked at 921.92' (Flood elevation advised) Inflow Area = 0.635 ac, 69.58% Impervious, Inflow Depth > 1.23" for 2-YR event Inflow = 0.58 cfs @ 12.26 hrs, Volume= 0.065 af Outflow = 0.58 cfs @ 12.26 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 0.58 cfs @ 12.26 hrs, Volume= 0.065 af Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 921.92' @ 12.26 hrs Device Routing Invert Outlet Devices #1 Primary 921.48'12.0" Vert. Orifice/Grate C= 0.600 #2 Device 1 921.48'12.0" Round Culvert L= 75.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 921.48' / 919.98' S= 0.0200 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=0.57 cfs @ 12.26 hrs HW=921.92' (Free Discharge) 1=Orifice/Grate (Passes 0.57 cfs of 0.76 cfs potential flow) 2=Culvert (Outlet Controls 0.57 cfs @ 2.52 fps) Pond 3P: CB Inflow Primary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.635 ac Peak Elev=921.92' 0.58 cfs 0.58 cfs 49 Type II 24-hr 2-YR Rainfall=2.52"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 11HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Total Discharge [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.170 ac, 10.59% Impervious, Inflow Depth > 0.76" for 2-YR event Inflow = 2.09 cfs @ 12.37 hrs, Volume= 0.263 af Primary = 2.09 cfs @ 12.37 hrs, Volume= 0.263 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Pond 4P: Total Discharge Inflow Primary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)2 1 0 Inflow Area=4.170 ac 2.09 cfs 2.09 cfs 50 Type II 24-hr 2-YR Rainfall=2.52"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 12HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Downspouts [57] Hint: Peaked at 950.08' (Flood elevation advised) Inflow Area = 0.168 ac,100.00% Impervious, Inflow Depth > 2.17" for 2-YR event Inflow = 0.57 cfs @ 11.98 hrs, Volume= 0.030 af Outflow = 0.57 cfs @ 11.98 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min Primary = 0.28 cfs @ 11.98 hrs, Volume= 0.015 af Secondary = 0.28 cfs @ 11.98 hrs, Volume= 0.015 af Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 950.08' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #2 Secondary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.27 cfs @ 11.98 hrs HW=950.07' (Free Discharge) 1=Orifice/Grate (Weir Controls 0.27 cfs @ 0.89 fps) Secondary OutFlow Max=0.27 cfs @ 11.98 hrs HW=950.07' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.27 cfs @ 0.89 fps) Pond 6P: Downspouts Inflow Outflow Primary Secondary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.168 ac Peak Elev=950.08' 0.57 cfs 0.57 cfs 0.28 cfs 0.28 cfs 51 Type II 24-hr 10-YR Rainfall=4.26"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 13HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=20,329 sf 58.61% Impervious Runoff Depth>2.75"Subcatchment 1S: E1 Flow Length=295' Tc=32.2 min CN=88 Runoff=1.14 cfs 0.107 af Runoff Area=153,999 sf 0.00% Impervious Runoff Depth>1.75"Subcatchment 2S: E2 Flow Length=375' Tc=40.6 min CN=76 Runoff=4.76 cfs 0.517 af Runoff Area=7,332 sf 100.00% Impervious Runoff Depth>3.82"Subcatchment 5S: Roof Flow Length=35' Slope=0.0200 '/' Tc=7.0 min CN=98 Runoff=0.97 cfs 0.054 af Peak Elev=922.10' Inflow=1.20 cfs 0.134 afPond 3P: CB Outflow=1.20 cfs 0.134 af Inflow=5.88 cfs 0.677 afPond 4P: Total Discharge Primary=5.88 cfs 0.677 af Peak Elev=950.11' Inflow=0.97 cfs 0.054 afPond 6P: Downspouts Primary=0.48 cfs 0.027 af Secondary=0.48 cfs 0.027 af Outflow=0.97 cfs 0.054 af Total Runoff Area = 4.170 ac Runoff Volume = 0.677 af Average Runoff Depth = 1.95" 89.41% Pervious = 3.729 ac 10.59% Impervious = 0.442 ac 52 Type II 24-hr 10-YR Rainfall=4.26"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 14HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: E1 Runoff = 1.14 cfs @ 12.26 hrs, Volume= 0.107 af, Depth> 2.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.26" Area (sf) CN Description 11,914 98 Paved roads w/curbs & sewers, HSG A 8,415 74 >75% Grass cover, Good, HSG C 20,329 88 Weighted Average 8,415 41.39% Pervious Area 11,914 58.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 43 0.2100 0.15 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 25.5 73 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 1.8 179 0.0310 1.62 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 32.2 295 Total Subcatchment 1S: E1 Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)1 0 Type II 24-hr 10-YR Rainfall=4.26" Runoff Area=20,329 sf Runoff Volume=0.107 af Runoff Depth>2.75" Flow Length=295' Tc=32.2 min CN=88 1.14 cfs 53 Type II 24-hr 10-YR Rainfall=4.26"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 15HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: E2 Runoff = 4.76 cfs @ 12.39 hrs, Volume= 0.517 af, Depth> 1.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.26" Area (sf) CN Description 28,377 96 Gravel surface, HSG C 84,480 72 Woods/grass comb., Good, HSG C 41,142 72 Woods/grass comb., Good, HSG C 153,999 76 Weighted Average 153,999 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.8 100 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 5.6 200 0.0500 0.60 Sheet Flow, Storage Area Fallow n= 0.050 P2= 2.49" 2.2 75 0.0500 0.56 Shallow Concentrated Flow, Forested Slope Forest w/Heavy Litter Kv= 2.5 fps 40.6 375 Total Subcatchment 2S: E2 Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)5 4 3 2 1 0 Type II 24-hr 10-YR Rainfall=4.26" Runoff Area=153,999 sf Runoff Volume=0.517 af Runoff Depth>1.75" Flow Length=375' Tc=40.6 min CN=76 4.76 cfs 54 Type II 24-hr 10-YR Rainfall=4.26"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 16HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Roof Runoff = 0.97 cfs @ 11.98 hrs, Volume= 0.054 af, Depth> 3.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.26" Area (sf) CN Description 7,332 98 Roofs, HSG C 7,332 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 35 0.0200 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 0.6 35 Total, Increased to minimum Tc = 7.0 min Subcatchment 5S: Roof Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)1 0 Type II 24-hr 10-YR Rainfall=4.26" Runoff Area=7,332 sf Runoff Volume=0.054 af Runoff Depth>3.82" Flow Length=35' Slope=0.0200 '/' Tc=7.0 min CN=98 0.97 cfs 55 Type II 24-hr 10-YR Rainfall=4.26"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 17HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: CB [57] Hint: Peaked at 922.10' (Flood elevation advised) Inflow Area = 0.635 ac, 69.58% Impervious, Inflow Depth > 2.53" for 10-YR event Inflow = 1.20 cfs @ 12.25 hrs, Volume= 0.134 af Outflow = 1.20 cfs @ 12.25 hrs, Volume= 0.134 af, Atten= 0%, Lag= 0.0 min Primary = 1.20 cfs @ 12.25 hrs, Volume= 0.134 af Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 922.10' @ 12.25 hrs Device Routing Invert Outlet Devices #1 Primary 921.48'12.0" Vert. Orifice/Grate C= 0.600 #2 Device 1 921.48'12.0" Round Culvert L= 75.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 921.48' / 919.98' S= 0.0200 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=1.20 cfs @ 12.25 hrs HW=922.10' (Free Discharge) 1=Orifice/Grate (Passes 1.20 cfs of 1.39 cfs potential flow) 2=Culvert (Outlet Controls 1.20 cfs @ 3.33 fps) Pond 3P: CB Inflow Primary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)1 0 Inflow Area=0.635 ac Peak Elev=922.10' 1.20 cfs 1.20 cfs 56 Type II 24-hr 10-YR Rainfall=4.26"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 18HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Total Discharge [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.170 ac, 10.59% Impervious, Inflow Depth > 1.95" for 10-YR event Inflow = 5.88 cfs @ 12.36 hrs, Volume= 0.677 af Primary = 5.88 cfs @ 12.36 hrs, Volume= 0.677 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Pond 4P: Total Discharge Inflow Primary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)6 5 4 3 2 1 0 Inflow Area=4.170 ac 5.88 cfs 5.88 cfs 57 Type II 24-hr 10-YR Rainfall=4.26"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 19HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Downspouts [57] Hint: Peaked at 950.11' (Flood elevation advised) Inflow Area = 0.168 ac,100.00% Impervious, Inflow Depth > 3.82" for 10-YR event Inflow = 0.97 cfs @ 11.98 hrs, Volume= 0.054 af Outflow = 0.97 cfs @ 11.98 hrs, Volume= 0.054 af, Atten= 0%, Lag= 0.0 min Primary = 0.48 cfs @ 11.98 hrs, Volume= 0.027 af Secondary = 0.48 cfs @ 11.98 hrs, Volume= 0.027 af Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 950.11' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #2 Secondary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.47 cfs @ 11.98 hrs HW=950.11' (Free Discharge) 1=Orifice/Grate (Weir Controls 0.47 cfs @ 1.06 fps) Secondary OutFlow Max=0.47 cfs @ 11.98 hrs HW=950.11' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.47 cfs @ 1.06 fps) Pond 6P: Downspouts Inflow Outflow Primary Secondary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)1 0 Inflow Area=0.168 ac Peak Elev=950.11' 0.97 cfs 0.97 cfs 0.48 cfs 0.48 cfs 58 Type II 24-hr 100-YR Rainfall=7.36"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 20HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=20,329 sf 58.61% Impervious Runoff Depth>5.55"Subcatchment 1S: E1 Flow Length=295' Tc=32.2 min CN=88 Runoff=2.22 cfs 0.216 af Runoff Area=153,999 sf 0.00% Impervious Runoff Depth>4.21"Subcatchment 2S: E2 Flow Length=375' Tc=40.6 min CN=76 Runoff=11.44 cfs 1.240 af Runoff Area=7,332 sf 100.00% Impervious Runoff Depth>6.76"Subcatchment 5S: Roof Flow Length=35' Slope=0.0200 '/' Tc=7.0 min CN=98 Runoff=1.68 cfs 0.095 af Peak Elev=922.36' Inflow=2.33 cfs 0.263 afPond 3P: CB Outflow=2.33 cfs 0.263 af Inflow=13.64 cfs 1.551 afPond 4P: Total Discharge Primary=13.64 cfs 1.551 af Peak Elev=950.16' Inflow=1.68 cfs 0.095 afPond 6P: Downspouts Primary=0.84 cfs 0.047 af Secondary=0.84 cfs 0.047 af Outflow=1.68 cfs 0.095 af Total Runoff Area = 4.170 ac Runoff Volume = 1.551 af Average Runoff Depth = 4.46" 89.41% Pervious = 3.729 ac 10.59% Impervious = 0.442 ac 59 Type II 24-hr 100-YR Rainfall=7.36"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 21HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: E1 Runoff = 2.22 cfs @ 12.26 hrs, Volume= 0.216 af, Depth> 5.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.36" Area (sf) CN Description 11,914 98 Paved roads w/curbs & sewers, HSG A 8,415 74 >75% Grass cover, Good, HSG C 20,329 88 Weighted Average 8,415 41.39% Pervious Area 11,914 58.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 43 0.2100 0.15 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 25.5 73 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 1.8 179 0.0310 1.62 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 32.2 295 Total Subcatchment 1S: E1 Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)2 1 0 Type II 24-hr 100-YR Rainfall=7.36" Runoff Area=20,329 sf Runoff Volume=0.216 af Runoff Depth>5.55" Flow Length=295' Tc=32.2 min CN=88 2.22 cfs 60 Type II 24-hr 100-YR Rainfall=7.36"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 22HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: E2 Runoff = 11.44 cfs @ 12.37 hrs, Volume= 1.240 af, Depth> 4.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.36" Area (sf) CN Description 28,377 96 Gravel surface, HSG C 84,480 72 Woods/grass comb., Good, HSG C 41,142 72 Woods/grass comb., Good, HSG C 153,999 76 Weighted Average 153,999 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.8 100 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 5.6 200 0.0500 0.60 Sheet Flow, Storage Area Fallow n= 0.050 P2= 2.49" 2.2 75 0.0500 0.56 Shallow Concentrated Flow, Forested Slope Forest w/Heavy Litter Kv= 2.5 fps 40.6 375 Total Subcatchment 2S: E2 Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=7.36" Runoff Area=153,999 sf Runoff Volume=1.240 af Runoff Depth>4.21" Flow Length=375' Tc=40.6 min CN=76 11.44 cfs 61 Type II 24-hr 100-YR Rainfall=7.36"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 23HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Roof Runoff = 1.68 cfs @ 11.98 hrs, Volume= 0.095 af, Depth> 6.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.36" Area (sf) CN Description 7,332 98 Roofs, HSG C 7,332 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 35 0.0200 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 0.6 35 Total, Increased to minimum Tc = 7.0 min Subcatchment 5S: Roof Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)1 0 Type II 24-hr 100-YR Rainfall=7.36" Runoff Area=7,332 sf Runoff Volume=0.095 af Runoff Depth>6.76" Flow Length=35' Slope=0.0200 '/' Tc=7.0 min CN=98 1.68 cfs 62 Type II 24-hr 100-YR Rainfall=7.36"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 24HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: CB [57] Hint: Peaked at 922.36' (Flood elevation advised) Inflow Area = 0.635 ac, 69.58% Impervious, Inflow Depth > 4.98" for 100-YR event Inflow = 2.33 cfs @ 12.25 hrs, Volume= 0.263 af Outflow = 2.33 cfs @ 12.25 hrs, Volume= 0.263 af, Atten= 0%, Lag= 0.0 min Primary = 2.33 cfs @ 12.25 hrs, Volume= 0.263 af Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 922.36' @ 12.25 hrs Device Routing Invert Outlet Devices #1 Primary 921.48'12.0" Vert. Orifice/Grate C= 0.600 #2 Device 1 921.48'12.0" Round Culvert L= 75.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 921.48' / 919.98' S= 0.0200 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=2.33 cfs @ 12.25 hrs HW=922.36' (Free Discharge) 1=Orifice/Grate (Passes 2.33 cfs of 2.34 cfs potential flow) 2=Culvert (Outlet Controls 2.33 cfs @ 4.24 fps) Pond 3P: CB Inflow Primary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)2 1 0 Inflow Area=0.635 ac Peak Elev=922.36' 2.33 cfs 2.33 cfs 63 Type II 24-hr 100-YR Rainfall=7.36"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 25HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Total Discharge [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.170 ac, 10.59% Impervious, Inflow Depth > 4.46" for 100-YR event Inflow = 13.64 cfs @ 12.35 hrs, Volume= 1.551 af Primary = 13.64 cfs @ 12.35 hrs, Volume= 1.551 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Pond 4P: Total Discharge Inflow Primary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.170 ac 13.64 cfs 13.64 cfs 64 Type II 24-hr 100-YR Rainfall=7.36"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 26HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Downspouts [82] Warning: Early inflow requires earlier time span [57] Hint: Peaked at 950.16' (Flood elevation advised) Inflow Area = 0.168 ac,100.00% Impervious, Inflow Depth > 6.76" for 100-YR event Inflow = 1.68 cfs @ 11.98 hrs, Volume= 0.095 af Outflow = 1.68 cfs @ 11.98 hrs, Volume= 0.095 af, Atten= 0%, Lag= 0.0 min Primary = 0.84 cfs @ 11.98 hrs, Volume= 0.047 af Secondary = 0.84 cfs @ 11.98 hrs, Volume= 0.047 af Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 950.16' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #2 Secondary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.81 cfs @ 11.98 hrs HW=950.15' (Free Discharge) 1=Orifice/Grate (Weir Controls 0.81 cfs @ 1.27 fps) Secondary OutFlow Max=0.81 cfs @ 11.98 hrs HW=950.15' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.81 cfs @ 1.27 fps) Pond 6P: Downspouts Inflow Outflow Primary Secondary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)1 0 Inflow Area=0.168 ac Peak Elev=950.16' 1.68 cfs 1.68 cfs 0.84 cfs 0.84 cfs 65 1S P1 2S P2 5S Roof 4P Total Discharge 6P CB Downspouts 8P SOUTH DITCH Routing Diagram for 7851Proposed Prepared by Quetica LLC , Printed 8/18/2021 HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 66 7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 2HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.201 74 >75% Grass cover, Good, HSG C (1S) 0.851 96 Gravel surface, HSG C (1S, 2S) 0.268 98 Paved parking, HSG C (1S) 0.168 98 Roofs, HSG C (5S) 2.682 72 Woods/grass comb., Good, HSG C (2S) 4.170 80 TOTAL AREA 67 7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 3HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 4.170 HSG C 1S, 2S, 5S 0.000 HSG D 0.000 Other 4.170 TOTAL AREA 68 7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 4HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.201 0.000 0.000 0.201 >75% Grass cover, Good 1S 0.000 0.000 0.851 0.000 0.000 0.851 Gravel surface 1S, 2S 0.000 0.000 0.268 0.000 0.000 0.268 Paved parking 1S 0.000 0.000 0.168 0.000 0.000 0.168 Roofs 5S 0.000 0.000 2.682 0.000 0.000 2.682 Woods/grass comb., Good 2S 0.000 0.000 4.170 0.000 0.000 4.170 TOTAL AREA 69 7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 5HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 8P 931.00 930.80 10.0 0.0200 0.020 12.0 0.0 0.0 70 Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 6HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=30,893 sf 37.80% Impervious Runoff Depth=1.63"Subcatchment 1S: P1 Flow Length=527' Tc=39.7 min CN=91 Runoff=0.83 cfs 0.096 af Runoff Area=143,421 sf 0.00% Impervious Runoff Depth=0.71"Subcatchment 2S: P2 Flow Length=375' Tc=40.6 min CN=76 Runoff=1.46 cfs 0.194 af Runoff Area=7,332 sf 100.00% Impervious Runoff Depth=2.29"Subcatchment 5S: Roof Flow Length=171' Tc=7.0 min CN=98 Runoff=0.58 cfs 0.032 af Inflow=2.07 cfs 0.322 afPond 4P: Total Discharge Primary=2.07 cfs 0.322 af Peak Elev=950.08' Inflow=0.58 cfs 0.032 afPond 6P: Downspouts Primary=0.29 cfs 0.016 af Secondary=0.29 cfs 0.016 af Outflow=0.58 cfs 0.032 af Peak Elev=932.94' Storage=841 cf Inflow=0.86 cfs 0.112 afPond 8P: SOUTH DITCH Outflow=0.62 cfs 0.112 af Total Runoff Area = 4.170 ac Runoff Volume = 0.322 af Average Runoff Depth = 0.93" 89.53% Pervious = 3.734 ac 10.47% Impervious = 0.436 ac 71 Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 7HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: P1 Runoff = 0.83 cfs @ 12.35 hrs, Volume= 0.096 af, Depth= 1.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=2.52" Area (sf) CN Description 8,748 74 >75% Grass cover, Good, HSG C 11,678 98 Paved parking, HSG C 10,467 96 Gravel surface, HSG C 30,893 91 Weighted Average 19,215 62.20% Pervious Area 11,678 37.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 43 0.2100 0.15 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 26.3 76 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 1.7 168 0.0350 1.68 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 6.8 240 0.0100 0.59 4.69 Parabolic Channel, W=8.00' D=1.50' Area=8.0 sf Perim=8.7' n= 0.240 Sheet flow over Dense Grass 39.7 527 Total 72 Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 8HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Subcatchment 1S: P1 Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2-YR Rainfall=2.52" Runoff Area=30,893 sf Runoff Volume=0.096 af Runoff Depth=1.63" Flow Length=527' Tc=39.7 min CN=91 0.83 cfs 73 Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 9HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: P2 Runoff = 1.46 cfs @ 12.41 hrs, Volume= 0.194 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=2.52" Area (sf) CN Description 26,582 96 Gravel surface, HSG C 80,619 72 Woods/grass comb., Good, HSG C 36,220 72 Woods/grass comb., Good, HSG C 143,421 76 Weighted Average 143,421 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.8 100 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 5.6 200 0.0500 0.60 Sheet Flow, Storage Area Fallow n= 0.050 P2= 2.49" 2.2 75 0.0500 0.56 Shallow Concentrated Flow, Forested Slope Forest w/Heavy Litter Kv= 2.5 fps 40.6 375 Total Subcatchment 2S: P2 Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Type II 24-hr 2-YR Rainfall=2.52" Runoff Area=143,421 sf Runoff Volume=0.194 af Runoff Depth=0.71" Flow Length=375' Tc=40.6 min CN=76 1.46 cfs 74 Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 10HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Roof Runoff = 0.58 cfs @ 11.98 hrs, Volume= 0.032 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=2.52" Area (sf) CN Description 7,332 98 Roofs, HSG C 7,332 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 35 0.0200 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 0.8 136 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.4 171 Total, Increased to minimum Tc = 7.0 min Subcatchment 5S: Roof Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2-YR Rainfall=2.52" Runoff Area=7,332 sf Runoff Volume=0.032 af Runoff Depth=2.29" Flow Length=171' Tc=7.0 min CN=98 0.58 cfs 75 Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 11HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Total Discharge [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.170 ac, 10.47% Impervious, Inflow Depth = 0.93" for 2-YR event Inflow = 2.07 cfs @ 12.41 hrs, Volume= 0.322 af Primary = 2.07 cfs @ 12.41 hrs, Volume= 0.322 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Pond 4P: Total Discharge Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)2 1 0 Inflow Area=4.170 ac 2.07 cfs 2.07 cfs 76 Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 12HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Downspouts [57] Hint: Peaked at 950.08' (Flood elevation advised) Inflow Area = 0.168 ac,100.00% Impervious, Inflow Depth = 2.29" for 2-YR event Inflow = 0.58 cfs @ 11.98 hrs, Volume= 0.032 af Outflow = 0.58 cfs @ 11.98 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 11.98 hrs, Volume= 0.016 af Secondary = 0.29 cfs @ 11.98 hrs, Volume= 0.016 af Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 950.08' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #2 Secondary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.29 cfs @ 11.98 hrs HW=950.08' TW=932.54' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.29 cfs @ 0.90 fps) Secondary OutFlow Max=0.29 cfs @ 11.98 hrs HW=950.08' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 0.29 cfs @ 0.90 fps) Pond 6P: Downspouts Inflow Outflow Primary Secondary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.168 ac Peak Elev=950.08' 0.58 cfs 0.58 cfs 0.29 cfs 0.29 cfs 77 Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 13HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: SOUTH DITCH [44] Hint: Outlet device #3 is below defined storage Inflow Area = 0.878 ac, 49.73% Impervious, Inflow Depth = 1.54" for 2-YR event Inflow = 0.86 cfs @ 12.35 hrs, Volume= 0.112 af Outflow = 0.62 cfs @ 12.60 hrs, Volume= 0.112 af, Atten= 28%, Lag= 15.1 min Primary = 0.62 cfs @ 12.60 hrs, Volume= 0.112 af Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 932.94' @ 12.60 hrs Surf.Area= 1,479 sf Storage= 841 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 46.4 min ( 874.7 - 828.3 ) Volume Invert Avail.Storage Storage Description #1 932.00' 2,450 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 932.00 313 0 0 933.75 2,487 2,450 2,450 Device Routing Invert Outlet Devices #1 Primary 933.70'240.0' long Sharp-Crested Rectangular Weir 1 End Contraction(s) 7.7' Crest Height #2 Primary 932.00'0.400 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 910.00' #3 Device 4 931.00'12.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 931.00' / 930.80' S= 0.0200 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #4 Primary 932.25'4.0" Vert. Orifice/Grate X 2.00 C= 0.600 #5 Primary 932.95'12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.62 cfs @ 12.60 hrs HW=932.94' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 2=Exfiltration ( Controls 0.01 cfs) 4=Orifice/Grate (Orifice Controls 0.61 cfs @ 3.48 fps) 3=Culvert (Passes 0.61 cfs of 3.14 cfs potential flow) 5=Orifice/Grate ( Controls 0.00 cfs) 78 Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 14HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Pond 8P: SOUTH DITCH Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.878 ac Peak Elev=932.94' Storage=841 cf 0.86 cfs 0.62 cfs 79 Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 15HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=30,893 sf 37.80% Impervious Runoff Depth=3.27"Subcatchment 1S: P1 Flow Length=527' Tc=39.7 min CN=91 Runoff=1.64 cfs 0.193 af Runoff Area=143,421 sf 0.00% Impervious Runoff Depth=1.94"Subcatchment 2S: P2 Flow Length=375' Tc=40.6 min CN=76 Runoff=4.44 cfs 0.532 af Runoff Area=7,332 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment 5S: Roof Flow Length=171' Tc=7.0 min CN=98 Runoff=0.99 cfs 0.056 af Inflow=5.80 cfs 0.782 afPond 4P: Total Discharge Primary=5.80 cfs 0.782 af Peak Elev=950.11' Inflow=0.99 cfs 0.056 afPond 6P: Downspouts Primary=0.49 cfs 0.028 af Secondary=0.49 cfs 0.028 af Outflow=0.99 cfs 0.056 af Peak Elev=933.34' Storage=1,531 cf Inflow=1.69 cfs 0.221 afPond 8P: SOUTH DITCH Outflow=1.42 cfs 0.221 af Total Runoff Area = 4.170 ac Runoff Volume = 0.782 af Average Runoff Depth = 2.25" 89.53% Pervious = 3.734 ac 10.47% Impervious = 0.436 ac 80 Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 16HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: P1 Runoff = 1.64 cfs @ 12.35 hrs, Volume= 0.193 af, Depth= 3.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=4.26" Area (sf) CN Description 8,748 74 >75% Grass cover, Good, HSG C 11,678 98 Paved parking, HSG C 10,467 96 Gravel surface, HSG C 30,893 91 Weighted Average 19,215 62.20% Pervious Area 11,678 37.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 43 0.2100 0.15 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 26.3 76 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 1.7 168 0.0350 1.68 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 6.8 240 0.0100 0.59 4.69 Parabolic Channel, W=8.00' D=1.50' Area=8.0 sf Perim=8.7' n= 0.240 Sheet flow over Dense Grass 39.7 527 Total 81 Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 17HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Subcatchment 1S: P1 Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Type II 24-hr 10-YR Rainfall=4.26" Runoff Area=30,893 sf Runoff Volume=0.193 af Runoff Depth=3.27" Flow Length=527' Tc=39.7 min CN=91 1.64 cfs 82 Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 18HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: P2 Runoff = 4.44 cfs @ 12.40 hrs, Volume= 0.532 af, Depth= 1.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=4.26" Area (sf) CN Description 26,582 96 Gravel surface, HSG C 80,619 72 Woods/grass comb., Good, HSG C 36,220 72 Woods/grass comb., Good, HSG C 143,421 76 Weighted Average 143,421 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.8 100 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 5.6 200 0.0500 0.60 Sheet Flow, Storage Area Fallow n= 0.050 P2= 2.49" 2.2 75 0.0500 0.56 Shallow Concentrated Flow, Forested Slope Forest w/Heavy Litter Kv= 2.5 fps 40.6 375 Total Subcatchment 2S: P2 Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)4 3 2 1 0 Type II 24-hr 10-YR Rainfall=4.26" Runoff Area=143,421 sf Runoff Volume=0.532 af Runoff Depth=1.94" Flow Length=375' Tc=40.6 min CN=76 4.44 cfs 83 Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 19HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Roof Runoff = 0.99 cfs @ 11.98 hrs, Volume= 0.056 af, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=4.26" Area (sf) CN Description 7,332 98 Roofs, HSG C 7,332 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 35 0.0200 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 0.8 136 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.4 171 Total, Increased to minimum Tc = 7.0 min Subcatchment 5S: Roof Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Type II 24-hr 10-YR Rainfall=4.26" Runoff Area=7,332 sf Runoff Volume=0.056 af Runoff Depth=4.02" Flow Length=171' Tc=7.0 min CN=98 0.99 cfs 84 Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 20HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Total Discharge [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.170 ac, 10.47% Impervious, Inflow Depth = 2.25" for 10-YR event Inflow = 5.80 cfs @ 12.41 hrs, Volume= 0.782 af Primary = 5.80 cfs @ 12.41 hrs, Volume= 0.782 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Pond 4P: Total Discharge Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)6 5 4 3 2 1 0 Inflow Area=4.170 ac 5.80 cfs 5.80 cfs 85 Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 21HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Downspouts [57] Hint: Peaked at 950.11' (Flood elevation advised) Inflow Area = 0.168 ac,100.00% Impervious, Inflow Depth = 4.02" for 10-YR event Inflow = 0.99 cfs @ 11.98 hrs, Volume= 0.056 af Outflow = 0.99 cfs @ 11.98 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Primary = 0.49 cfs @ 11.98 hrs, Volume= 0.028 af Secondary = 0.49 cfs @ 11.98 hrs, Volume= 0.028 af Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 950.11' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #2 Secondary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.49 cfs @ 11.98 hrs HW=950.11' TW=932.72' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.49 cfs @ 1.08 fps) Secondary OutFlow Max=0.49 cfs @ 11.98 hrs HW=950.11' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 0.49 cfs @ 1.08 fps) Pond 6P: Downspouts Inflow Outflow Primary Secondary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=0.168 ac Peak Elev=950.11' 0.99 cfs 0.99 cfs 0.49 cfs 0.49 cfs 86 Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 22HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: SOUTH DITCH [44] Hint: Outlet device #3 is below defined storage Inflow Area = 0.878 ac, 49.73% Impervious, Inflow Depth = 3.03" for 10-YR event Inflow = 1.69 cfs @ 12.35 hrs, Volume= 0.221 af Outflow = 1.42 cfs @ 12.52 hrs, Volume= 0.221 af, Atten= 16%, Lag= 10.3 min Primary = 1.42 cfs @ 12.52 hrs, Volume= 0.221 af Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 933.34' @ 12.52 hrs Surf.Area= 1,975 sf Storage= 1,531 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 34.3 min ( 845.3 - 811.0 ) Volume Invert Avail.Storage Storage Description #1 932.00' 2,450 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 932.00 313 0 0 933.75 2,487 2,450 2,450 Device Routing Invert Outlet Devices #1 Primary 933.70'240.0' long Sharp-Crested Rectangular Weir 1 End Contraction(s) 7.7' Crest Height #2 Primary 932.00'0.400 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 910.00' #3 Device 4 931.00'12.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 931.00' / 930.80' S= 0.0200 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #4 Primary 932.25'4.0" Vert. Orifice/Grate X 2.00 C= 0.600 #5 Primary 932.95'12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.42 cfs @ 12.52 hrs HW=933.34' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 2=Exfiltration ( Controls 0.02 cfs) 4=Orifice/Grate (Orifice Controls 0.81 cfs @ 4.62 fps) 3=Culvert (Passes 0.81 cfs of 3.94 cfs potential flow) 5=Orifice/Grate (Orifice Controls 0.60 cfs @ 2.12 fps) 87 Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 23HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Pond 8P: SOUTH DITCH Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=0.878 ac Peak Elev=933.34' Storage=1,531 cf 1.69 cfs 1.42 cfs 88 Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 24HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=30,893 sf 37.80% Impervious Runoff Depth=6.29"Subcatchment 1S: P1 Flow Length=527' Tc=39.7 min CN=91 Runoff=3.07 cfs 0.372 af Runoff Area=143,421 sf 0.00% Impervious Runoff Depth=4.58"Subcatchment 2S: P2 Flow Length=375' Tc=40.6 min CN=76 Runoff=10.67 cfs 1.256 af Runoff Area=7,332 sf 100.00% Impervious Runoff Depth>7.12"Subcatchment 5S: Roof Flow Length=171' Tc=7.0 min CN=98 Runoff=1.71 cfs 0.100 af Inflow=13.46 cfs 1.728 afPond 4P: Total Discharge Primary=13.46 cfs 1.728 af Peak Elev=950.16' Inflow=1.71 cfs 0.100 afPond 6P: Downspouts Primary=0.86 cfs 0.050 af Secondary=0.86 cfs 0.050 af Outflow=1.71 cfs 0.100 af Peak Elev=933.70' Storage=2,322 cf Inflow=3.16 cfs 0.422 afPond 8P: SOUTH DITCH Outflow=2.83 cfs 0.422 af Total Runoff Area = 4.170 ac Runoff Volume = 1.728 af Average Runoff Depth = 4.97" 89.53% Pervious = 3.734 ac 10.47% Impervious = 0.436 ac 89 Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 25HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: P1 Runoff = 3.07 cfs @ 12.35 hrs, Volume= 0.372 af, Depth= 6.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=7.36" Area (sf) CN Description 8,748 74 >75% Grass cover, Good, HSG C 11,678 98 Paved parking, HSG C 10,467 96 Gravel surface, HSG C 30,893 91 Weighted Average 19,215 62.20% Pervious Area 11,678 37.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 43 0.2100 0.15 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 26.3 76 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 1.7 168 0.0350 1.68 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 6.8 240 0.0100 0.59 4.69 Parabolic Channel, W=8.00' D=1.50' Area=8.0 sf Perim=8.7' n= 0.240 Sheet flow over Dense Grass 39.7 527 Total 90 Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 26HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Subcatchment 1S: P1 Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)3 2 1 0 Type II 24-hr 100-YR Rainfall=7.36" Runoff Area=30,893 sf Runoff Volume=0.372 af Runoff Depth=6.29" Flow Length=527' Tc=39.7 min CN=91 3.07 cfs 91 Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 27HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: P2 Runoff = 10.67 cfs @ 12.36 hrs, Volume= 1.256 af, Depth= 4.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=7.36" Area (sf) CN Description 26,582 96 Gravel surface, HSG C 80,619 72 Woods/grass comb., Good, HSG C 36,220 72 Woods/grass comb., Good, HSG C 143,421 76 Weighted Average 143,421 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.8 100 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 5.6 200 0.0500 0.60 Sheet Flow, Storage Area Fallow n= 0.050 P2= 2.49" 2.2 75 0.0500 0.56 Shallow Concentrated Flow, Forested Slope Forest w/Heavy Litter Kv= 2.5 fps 40.6 375 Total Subcatchment 2S: P2 Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=7.36" Runoff Area=143,421 sf Runoff Volume=1.256 af Runoff Depth=4.58" Flow Length=375' Tc=40.6 min CN=76 10.67 cfs 92 Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 28HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Roof Runoff = 1.71 cfs @ 11.98 hrs, Volume= 0.100 af, Depth> 7.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=7.36" Area (sf) CN Description 7,332 98 Roofs, HSG C 7,332 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 35 0.0200 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 0.8 136 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.4 171 Total, Increased to minimum Tc = 7.0 min Subcatchment 5S: Roof Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Type II 24-hr 100-YR Rainfall=7.36" Runoff Area=7,332 sf Runoff Volume=0.100 af Runoff Depth>7.12" Flow Length=171' Tc=7.0 min CN=98 1.71 cfs 93 Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 29HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Total Discharge [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.170 ac, 10.47% Impervious, Inflow Depth > 4.97" for 100-YR event Inflow = 13.46 cfs @ 12.40 hrs, Volume= 1.728 af Primary = 13.46 cfs @ 12.40 hrs, Volume= 1.728 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Pond 4P: Total Discharge Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.170 ac 13.46 cfs 13.46 cfs 94 Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 30HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Downspouts [82] Warning: Early inflow requires earlier time span [57] Hint: Peaked at 950.16' (Flood elevation advised) Inflow Area = 0.168 ac,100.00% Impervious, Inflow Depth > 7.12" for 100-YR event Inflow = 1.71 cfs @ 11.98 hrs, Volume= 0.100 af Outflow = 1.71 cfs @ 11.98 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.0 min Primary = 0.86 cfs @ 11.98 hrs, Volume= 0.050 af Secondary = 0.86 cfs @ 11.98 hrs, Volume= 0.050 af Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 950.16' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #2 Secondary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.86 cfs @ 11.98 hrs HW=950.16' TW=933.06' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.86 cfs @ 1.30 fps) Secondary OutFlow Max=0.86 cfs @ 11.98 hrs HW=950.16' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 0.86 cfs @ 1.30 fps) Pond 6P: Downspouts Inflow Outflow Primary Secondary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=0.168 ac Peak Elev=950.16' 1.71 cfs 1.71 cfs 0.86 cfs 0.86 cfs 95 Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 31HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: SOUTH DITCH [44] Hint: Outlet device #3 is below defined storage Inflow Area = 0.878 ac, 49.73% Impervious, Inflow Depth > 5.77" for 100-YR event Inflow = 3.16 cfs @ 12.35 hrs, Volume= 0.422 af Outflow = 2.83 cfs @ 12.48 hrs, Volume= 0.422 af, Atten= 10%, Lag= 7.9 min Primary = 2.83 cfs @ 12.48 hrs, Volume= 0.422 af Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 933.70' @ 12.48 hrs Surf.Area= 2,422 sf Storage= 2,322 cf Plug-Flow detention time= 25.2 min calculated for 0.422 af (100% of inflow) Center-of-Mass det. time= 25.3 min ( 820.5 - 795.2 ) Volume Invert Avail.Storage Storage Description #1 932.00' 2,450 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 932.00 313 0 0 933.75 2,487 2,450 2,450 Device Routing Invert Outlet Devices #1 Primary 933.70'240.0' long Sharp-Crested Rectangular Weir 1 End Contraction(s) 7.7' Crest Height #2 Primary 932.00'0.400 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 910.00' #3 Device 4 931.00'12.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 931.00' / 930.80' S= 0.0200 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #4 Primary 932.25'4.0" Vert. Orifice/Grate X 2.00 C= 0.600 #5 Primary 932.95'12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.83 cfs @ 12.48 hrs HW=933.70' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 2=Exfiltration ( Controls 0.02 cfs) 4=Orifice/Grate (Orifice Controls 0.95 cfs @ 5.45 fps) 3=Culvert (Passes 0.95 cfs of 4.55 cfs potential flow) 5=Orifice/Grate (Orifice Controls 1.85 cfs @ 2.94 fps) 96 Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 32HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Pond 8P: SOUTH DITCH Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)3 2 1 0 Inflow Area=0.878 ac Peak Elev=933.70' Storage=2,322 cf 3.16 cfs 2.83 cfs 97 PARK DRIVEWETWET WET WET WET WET WET WETWET WET WET WET WET WET WET WET WET WET WET WET WET WET WET9 E1 E2 DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020EXH1EXISTING DRAINAGEEXHIBITSite Summary: Zone: IOP - Industrial Office Park District Parking Setback Front: 30 Feet or 10 Feet with 100% screening 5' above parking lot Rear: 10 Feet Side Yards: 25 Feet EXISTING PARKING: 19 STALLS PROPOSED PARKING: 34 STALLS EXISTING STORAGE SPACE: 28377 SF PROPOSED STORAGE SPACE: 33300 SF EASEMENT PROPERTY LINE Feet 1" = 30' 8040020 WET WET WETLAND DELINEATION LIMIT WETLAND BUFFER LIMIT 98 PARK DRIVEWETWET WET WET WET WET WET WETWET WET WET WET WET WET WET WET WET WET WET WET WET WET WET12 9 920. 0 925.0 930.0 917.0 918.0 919.0 921. 0 922. 0 923.0 924.0 926.0 927.0 928.0 929.0 931.0 920.0920.0 920.0 920.0 920.0920.0 925.0925.0925. 0 925.0 925.0925.0 930.0930. 0 930.0930.0930.0 930.0917. 0 917. 0 917.0 917.0917.0 917.0 918. 0 918. 0 918.0 918.0918.0 918.0 919. 0 919.0919.0 919.0919.0 919.0 921.0921. 0 921. 0 921.0 921.0921.0 922.0 922. 0 922. 0 922.0 922.0922.0 923.0923.0923. 0 923.0 923.0923.0 924.0924.0924. 0 924.0 924.0924.0 926.0926.0926. 0 926.0 926.0926.0 927.0927.0927. 0 927.0 927.0927.0 928.0928. 0 928. 0 928.0928. 0 928.0929.0929. 0 929. 0 929.0929.0 929.0931.0931. 0 931.0931.0931.0931.0 935.0 934.0 936.0 936.0 936.0 937.0 935.0935.0935.0935.0 935. 0 935.0934.0936.0 934.0 934. 0 934.0934.0934. 0 934.0936.0 936.0 936.0936.0936.0936.0 936. 0 937 . 0 937.0 937. 0 937.0937.0937.0 937.0 935 9349339369379409399389.0' TYP.18.0' TYP. P1 P2TRASH 20.0' 100.0' 30.0' R20.0' R32.0' R50.0' R20.0' 2%1%3% 3%DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020EXH2PROPOSED DRAINAGEEXHIBITSite Summary: Zone: IOP - Industrial Office Park District Parking Setback Front: 30 Feet or 10 Feet with 100% screening 5' above parking lot Rear: 10 Feet Side Yards: 25 Feet EXISTING PARKING: 19 STALLS PROPOSED PARKING: 34 STALLS EXISTING STORAGE SPACE: 28377 SF PROPOSED STORAGE SPACE: 33300 SF EASEMENT PROPERTY LINE Feet 1" = 30' 8040020 WET WET WETLAND DELINEATION LIMIT WETLAND BUFFER LIMIT 99 PARK DRIVEPARK COURT WETWET WETWET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET12 9 920.0 925.0 930.0 917.0 918. 0 919.0 921.0 922.0 923.0 924.0 926.0 927.0 928.0 929.0 931.0 920.0920. 0 920. 0 920.0 920.0925.0925.0925. 0 925.0 925.0930.0930. 0 930.0 930.0930.0917. 0 917. 0 917.0 917.0918. 0 918. 0 918.0 918.0919. 0 919. 0 919.0 919.0921.0921. 0 921. 0 921.0 921.0922.0 922. 0 922. 0 922.0 922.0923.0923.0923. 0 923.0 923.0924.0924.0924. 0 924.0 924.0926.0926.0926. 0 926.0 926.0927.0927.0927. 0 927.0 927.0928.0928. 0 928. 0 928.0928.0929.0929. 0 929. 0 929.0929.0931.0931. 0 931.0931.0931.0931.0 935.0 934.0 936.0 936. 0 936.0 937.0 935. 0 935.0935.0935.0 935. 0 934.0 934.0 934.0934.0 934. 0 934.0936.0 936.0 936.0936.0936.0936.0 936. 0 93 7 . 0 937.0 937. 0 937.0937.0937.0 937.0 935 9349339369379409399389.0' TYP.18.0' TYP. TRASH 20.0' 100.0' 30.0' R20.0' R32.0' R50.0' R20.0'Hino 258ALP J + Wayne Royal GT11 Refuse TruckROW EASEMENT PROPERTY LINE 3 WET WET WETLAND DELINEATION LIMIT WETLAND BUFFER LIMIT EXISTING GRAVEL SURFACE PROPOSED GRAVEL SURFACE PROPOSED DITCH Feet 1" = 20' 4020010 Site Summary: Zone: IOP - Industrial Office Park District Parking Setback Front: 30 Feet or 10 Feet with 100% screening 5' above parking lot Rear: 10 Feet Side Yards: 25 Feet EXISTING PARKING: 19 STALLS PROPOSED PARKING: 21 STALLS REQUIRED STALLS: 21 STALLS (ASSUMING Storage, wholesale, or warehouse establishments and 1000 SF office space) and Employee count provided by owner. EXISTING OUTDOOR STORAGE SPACE: 28400 SF PROPOSED OUTDOOR STORAGE SPACE: 38800 SF DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020EXH3TRASH VEHICLETURNING EXHIBIT100 101 102 103 104 105 MEMORANDUM TO:MacKenzie Young-Walters, Associate Planner, AICP FROM:Jill Sinclair, Environmental Resources Specialist DATE:September 21, 2021 SUBJ:Lakeshore Equipment Conditional Use Permit Review, Landscaping The development is required to install a buffer yard along the south and west property lines. The minimum requirements are shown in the table. Required plantings Proposed plantings Bufferyard C –west prop. line, 110’, Park Road 2 Overstory trees 5 Understory trees 5 Shrubs 2 Overstory trees 5 Understory trees 8 Shrubs Bufferyard C – South prop. Line, 130’ 2 overstory trees 6 understory trees 6 shrubs 6 overstory trees 3 understory trees 0 shrubs The applicant is proposing a row of spruce interspersed with red maples along the south property line which will meet the intent of buffering the views of the fence but not meet the exact quantities required. The overstory trees will be sufficient to provide screening of the fencing. The bufferyard plantings meet minimum requirements. Recommendations: 1. The two existing trees proposed to be protected during construction shall have protection fencing installed around the trees prior to any construction. 106 Memorandum To:MacKenzie Young-Walters, Associate Planner From:Erik Henricksen, Project Engineer Matt Unmacht, Water Resources Coordinator CC: Charles Howley, Public Works Director/City Engineer George Bender, Assistant City Engineer Charlie Burke, Public Works Operations Manager Steve Lenz, Engineering Technician Date:9/9/2021 Re:Conditional Use Permit Amendment Review at 7851 Park Drive – Planning Case #2021-22 The Engineering and Water Resources Departments have reviewed the Conditional Use Permit (CUP) amendment submittal for 7851 Park Drive. These comments are divided into two categories: general comments and proposed conditions. General comments are informational points to guide the applicant in the proper planning of public works and stormwater management infrastructure for this project, to inform the applicant of possible extraordinary issues and/or to provide the basis for findings. Proposed conditions are requirements that Engineering or Water Resources recommends be formally imposed on the developer in the final order. Note that references to the “City Standards” herein refer to the City of Chanhassen Standard Specifications and Detail Plates. General Comments/Findings 1. Any and all utility, stormwater and transportation plans submitted with this application have been reviewed only for the purpose of determining the feasibility of providing utility, stormwater and transportation facilities for the project in accordance with City Standards. A recommendation of CUP amendment approval does not constitute final approval of details, including but not limited to alignments, materials and points of access, connection or discharge, that are depicted or suggested in the application. The applicant is required to submit detailed construction drawings for the project, as applicable. The City of Chanhassen Engineering, Water Resources, and Public Works 107 Departments will review plans, in detail, when they are submitted and approve, reject or require modifications to the plans or drawings based upon conformance with City Standards, the Chanhassen Code of Ordinances and the professional engineering judgment of the City Engineer. 2. It is the opinion of the Engineering and Water Resources Department that the proposed CUP amendment can be be developed in accordance with the requirements of the Chanhassen Code of Ordinances (as it pertains to Engineering, Water Resources and Public Works requirements) and City Standards, provided it fully addresses the comments and conditions contained herein, and can be approved. 3. The applicant is proposing to expand an outside storage area by approximately 10,467 square feet, relocate an existing enclosed trash enclosure, and construct a second driveway access to the site approximately 100 feet south of the existing driveway. The intent of the newly installed driveway is to facilitate delivery vehicles as currently trucks are required to back into the site from Park Drive. The access spacing is consistent with other commercial/industrial properties within the area and the construction of the secondary driveway will overall improve the safety of vehicular traffic along the Park Drive right-of-way. See proposed engineering condition 1. 4. As the project undergoes an alteration of 5,000 square feet or more of land surface, “Rule J” and “Rule C” from the RPBCWD must be followed and permitting through RPBCWD is required. The project does not disturb more than one acre, so a NPDES permit is not required. See proposed water resources conditions regarding permitting, volume control, rate control, maintenance, and civil plans. Proposed Conditions Engineering: 1. The applicant shall construct the proposed driveway in accordance with City Standards for commercial driveways and apply for a Driveway Permit form the Engineering Department. Water Resources: Permitting 1. The applicant shall obtain any and all RPBCWD permits prior to construction activities. Volume Control 1. The applicant shall confirm the increase of impervious surfaces as the numbers on the plan are not consistent with the HydroCAD analysis. 2. The applicant shall provide a geotechnical analysis including soil borings. 108 Rate Control 1. Rate control requirements are shown to be met for the 2, 10, and 100-year runoff rates per the HydroCAD modeling results provided. Rate control should be reconfirmed once the updates the modeling have been completed. 2. The MSE3 rainfall distribution shall be used for HydroCAD modeling rather than the Type II distribution currently being used. 3. Rim of the 12” HDPE riser shall be modeled as a horizontal orifice rather than a vertical orifice. 4. The applicant shall show the 10-day snowmelt rate for future submittals. Maintenance 1. The applicant shall provide an operation and maintenance plan that identifies the maintenance, inspection, and monitoring schedule and responsible party and shall be recorded prior to construction activities. Civil Plans 1. The bottom contour of the drainage swale is shown at a 932 and the invert of the 6” draintile below is at a 931.5 which would not provide any cover over the draintile. The applicant shall confirm elevations within the swale. 2. A detail for the outlet structure (note 17 on the construction plans) shall be provided to confirm the HydroCAD modeling as it is not entirely clear how many pipes are coming in/leaving based on the information provided. a. Based on the information provided it appears the HydroCAD model should be updated so Devices #2 (exfiltration), #4 (4” orifice), and #5 (12” rim) should be routed to Device #3 (12” culvert) for the outlet of the drainage swale. 3. The applicant shall add erosion control measures such as inlet protection, sediment control BMPs, and rock construction entrance to the plans to avoid migration of sediment off the construction site. 4. The applicant shall provide elevation and location of the emergency overflow spillway for the swale. 5. The drainage swale shall be reseeded with a wetland or stormwater pond seed mix rather than turf grass. 109 CITY OF CHANHASSEN AFFTDAVIT OF MAILING NOTICE STATE OF MINNESOTA) ) ss. COUNTYOFCARVER ) I, Kim T. Meuwissen, being first duly swom, on oath deposes that she is and was on September 9,2021, the duly qualilied and acting Deputy Clerk of the City of Chanhassen, Minnesota; that on said date she caused to be mailed a copy ofthe attached notice of Public Hearing to Consider a request to amend an existing Conditional Use Permit (CUP) to expand an outside storage area on property located rt 7851 Park Drive. Znaed Industrial Offrce Park (IOP)., Planning Case No.2021-21 to the persons named on attached Exhibit "A", by enclosing a copy ofsaid notice in an envelope addressed to such owner, and depositing the envelopes addressed to all such owners in the United States mail with postage fully prepaid thereon; that the names and addresses ofsuch owners were those appearing as such by the records ofthe County Treasurer, Carver County, Minnesota, and by other appropriate records. Kim T.City Clerk Subscribed and to before me thi€-fh day o r ,2021. Notary Pub arll.b @1st, M 110 Subject Parcel DBclaimer This map is neither a legally recorded map nor a survey and is not intended to be used as one. Thas map is a compilation of records, infomalion and data located in various city, county, state and federal offices and other sources regading the area shown, and is to be used ior refereo@ purposes only. The Cjty does not wanant that the Geographic lnformation System (GlS) Data used to prepare this map are eror free, and lhe City does not reprcsent that the GIS Data can be used for navigatonal, ttacking or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. The preceding disclaimer is provided pursuant to Minnesota Statutes 5466.03. Subd- 21 (2000), and the user of this map acknowjedges that the City shall not be liable for any damages, and expressly waives all claims. and agrees to defend, indemnify, and hold ha.mless the City from any and all claims brought by User, its employees or agents, or third parties which aise out of the usels ac@ss or use of data provided. Disclaimer This map is neither a legally rccorded map nor a suNey and is not intende{i to be used as one. This map isa compllation of records, information and data located in various clty, county, state and federal offces and other sour@s regarding the area shown, and is to be used for reierence purposes only. The City does not warranl that the Geographic lnformation System (GlS) Data used to prepare this map are enor free, and the City does not represent that the GIS Data can be used for navigational, tracking or any other purpose requiring exacling measurement of distance or direclion or precision an tie depiclion of geographac features. The preceding disclaimer is provided pursuant to Minnesotra Statutes 5466.03, Subd 21 (2000). and the user of thjs map acknowledges that the City shall not be liable for any damages, and expressly waives all daims, and agrees to defend, indemnify, and hold harmless the City from any and allclaims brought by User, its employees or agents, or third partjes which anse out of the use/s access or use of data provided. 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