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HomeMy WebLinkAbout5.b. Bray Hill PP, PUD and FP EXECUTIVE SUMMARY Planning Commission Regular Meeting: March 29, 2022 Regular City Council Meeting: April 19, 2022 AGENDA ITEM: Request by Builders Lot Group, LLC for the Approval of a Planned Unit Development Master Development Plan with Rezoning and Preliminary and Final Plats for Bray Hill. 22-13-PP, 22-14-PUD & 22-15-FP AGENDA SECTION: Public Hearing PREPARED BY: Julia Hogan, Planner AGENDA NO. 5.b. ATTACHMENTS: Site Location; Final Development Plans; Preliminary Plat; Final Plat; Existing Conditions; Storm Water Management Plan; Landscape Plan, Tree Location Survey, Front Elevation Examples; Geotechnical Exploration Report; Dakota County Plat Commission Memo, Engineer’s Memo; Stormwater Management Review Memo; Parks and Recreation Memo. APPROVED BY: LJM RECOMMENDED ACTION: 1. MOTION to recommend the City Council approve the Preliminary Plat for Bray Hill, subject to the following conditions: a. Approval of a Planned Unit Development Master Development Plan and rezoning the subject property and designating minimum lot requirements and setbacks. b. Conformance with all the requirements of the City Engineer as detailed in the attached memorandum dated March 23, 2022. c. Conformance with all requirements of the Parks and Recreation Director as detailed in the attached memorandum dated March 23, 2022. d. Compliance with the requirements of the Dakota County Plat Commission contained in the memorandum dated March 18, 2022. e. Incorporation of any easements necessary to accommodate drainage, ponding, trails, underpasses, conservation areas, streets and utilities. 2. MOTION to recommend the City Council approve the Planned Unit Development Master Development Plan with Rezoning of the property from AG-Agricultural to R2 PUD-Moderate Density Residential Planned Unit Development, subject to the following conditions: a. Execution of a Planned Unit Development Agreement b. The front building elevation design shall include one of the following elements: i. Three and a half (3.5) feet of brick or stone wainscoting, excluding doors, windows or the wall behind the front porch; ii. A front porch with railing that extends at least 30% of the width of the front elevation, including the garage; iii. A side entry garage; iv. Or, no more than 70% lap siding, excluding doors and windows. 2 c. A deviation from City Code Section 11-4-5 F.1. to reduce the lot minimum area of 12,000 to 7,000 square feet. d. A deviation from City Code Section 11-4-5 F.2. to reduce the minimum lot width from one hundred (100) feet to fifty-two (52) feet for fourteen (14) lots and from one hundred (100) feet to fifty-seven (57) feet for thirty-five (35) lots. e. A deviation from City Code Section 11-4-5 F.4. to reduce the front yard setback from thirty (30) feet to twenty-five (25) feet. f. A deviation from City Code Section 11-4-5 F.5. to reduce the side yard setback from ten (10) feet to five (5) feet. g. A deviation from City Code Section 11-4-5 F.9. to increase the maximum lot coverage from forty percent (40%) to forty eight percent (48%) for lots between 7,000 square feet and 8,999 square feet in size. h. Incorporation of the recommendations from the City Engineer in a review memorandum dated March 23, 2022, relative to drainage, grading, street design, easements, utilities, and the adjacent sidewalks. i. Three identified existing easements listed in the City Engineer’s memorandum must be vacated prior to the filing of the final plat. j. Conformance with all requirements of the Parks and Recreation Director as detailed in the attached memorandum dated March 23, 2022. k. Submission of a storm water pollution prevention plan prior to final approval of a final plat. l. National Pollutant Discharge Elimination System (NPDES) permit is required prior to the start of construction. m. Subdivision monuments shall be subject to sign permits and ordinance standards. n. The developer shall be responsible for all development fees as estimated by the City Engineer, including sanitary sewer trunk charges, water main trunk charges, and storm sewer trunk charges. o. Trees installed on individual lots shall be planted in the front yard in a location that does not interfere with curb stops or individual sewer or water connections. p. Maintenance of all trees planted within outlots shall be the responsibility of a private homeowner’s association; the applicant shall enter into an agreement with the City concerning said maintenance. q. Payment of a landscape surety in the amount of $110,550 3. MOTION to recommend the City Council approve the Final Plat for Bray Hill, subject to the following conditions: a. Approval and execution of a Subdivision Agreement. b. Conformance with all the requirements of the City Engineer as detailed in the attached memorandum dated March 23, 2022. c. Conformance with all requirements of the Parks and Recreation Director as detailed in the attached memorandum dated March 23, 2022. d. Payment of $166,600 as cash-in-lieu of Park Dedication. e. Compliance with the requirements of the Dakota County Plat Commission contained in the memorandum dated March 18, 2022. f. Payment of all applicable fees including GIS, Park Dedication and other fees identified in the current fee schedule. g. Incorporation of any easements necessary to accommodate drainage, ponding, trails, underpasses, conservation areas, streets and utilities. SUMMARY 3 The Planning Commission is being asked to consider an application from Builders Lot Group, LLC for a Planned Unit Development (PUD) Master Development Plan with Rezoning, Preliminary Plat, and Final Plat for Bray Hill. The proposed residential subdivision would create 49 single-family residential lots on 17.50-acres of land located to the south of Bonaire Path and East of Akron Avenue. A rezoning of the site is required because the property is currently zoned for agricultural use. To accommodate the requested number of residential lots the subject site would need to be rezoned to R2 PUD – Moderate Density Residential PUD. Bray Hill will be completed in one phase, which is why the applicant has asked for a PUD with rezoning, preliminary plat, and final plat at this time. The preliminary plat provides legal entitlement to a certain number of lots, but actual developable lots would not be created until a final plat is approved. Staff is recommending approval of the Planned Unit Development Master Development Plan with Rezoning, Preliminary Plat, and Final Plat for Bray Hill. Owners: Wayne and Sheila Groth Residential Developers: Builders Lot Group, LLC Preliminary Plat Acres: 17.50 Acres Met Council Net Acres: 17.50 Acres Residential Lots Created: 49 Lots Gross Density: 2.93 Units/Acre Net Density: 2.93 Units/Acre Comprehensive Plan Guiding: LDR-Low Density Residential Current Zoning: AG-Agricultural Requested Zoning: R2 PUD-Moderate Density Residential Planned Unit Development BACKGROUND The City received a request from Builders Lot Group, LLC to develop 49 single-family residential lots on a site south of Bonaire Path and East of Akron Ave. The site is situated directly south of the Flint Hills Athletic Complex and directly north of the both the Greystone 4th Addition and Greystone 6th Addition subdivisions. The developer is requesting a rezoning of the site from AG-Agricultural to R2 PUD – Moderate Density Residential Planned Unit Development to accommodate the requested single-family residential lots. This parcel was created with the platting of Greystone III 5th Addition in 2017 since it was a part of the original parent parcel. The land was to continue being used for agricultural purposes until it became available for development. Currently on site there is existing house and six buildings with several other out buildings and sheds. With the construction of this project those existing structures will be torn down. When the applicant originally came to staff with the proposed subdivision design there was one access point off Akron Ave and one off Bonaire Path. Dakota County had some concerns with having an access point to the subdivision off Akron because of the possibility of a school being developed on the land directly west of the subject site. The applicant worked with City staff to change the original layout of the subdivision to have both access points off of Bonaire path, which the City was supportive of. Dakota County was supportive of this as well, though they had concerns with the western access point being too close to the intersection of Akron Avenue and Bonaire Path since the County is looking to make improvements to that intersection in the future. The Dakota County Plat Commission did approve the preliminary and final plats for Bray Hill at its March 16, 2022 meeting. Along with the 49 single-family residential lots there are 4 outlots within the subdivision as well. The two outlots that make up the eastern point of the triangular shaped parcel will be used for a ponding and 4 infiltration area and also as a potential future City well site. One outlot is located in the southern portion of the site which will act as a buffer between the future residential lots and the exiting railroad tracks. A trail will be located within the western portion of that outlot as well. The last outlot is located near the intersection of Akron Avenue and Bonaire Path and will be used for an entrance monument. ISSUE ANALYSIS Legal Authority Preliminary plat, rezoning and final plat requests are quasi-judicial decisions for the Planning Commission meaning that the Planning Commission is acting as a judge to determine if the regulations within the Comprehensive Plan, Zoning Ordinance and Subdivision Ordinance are being followed. The Planned Unit Development Master Development Plan is a legislative decision because of the Code deviations being requested. Generally, of these applications meet the City’s established requirements they must be approved. Staff review of each application is provided below. General Subdivision Design The overall development is approximately 17.50 acres, with the single-family lots comprising 16.73 of the acres. Due to the smaller size and shape of the parcel the proposed 49-lot subdivision has two different type of lots within it. 35 of the proposed lots are 57’ in width and the remaining 14 lots are 52’ in width. The site is relatively flat and has historically been used for agricultural purposes. Currently on site there is a house and six existing buildings plus several out buildings and structures, which will be demolished prior to grading on site. The subdivision will be accessed via two public roads off Bonaire Path. All residential lots will be accessed by one of three streets within the subdivision. Street A is a loop street extending from Bonaire Path and 320 feet east of Akron Avenue. Street A extends south to the railroad tracks and parallels the tracks to the east and then curves north back towards Bonaire Path. Street B extends east to west between the loop of Street A and Street C is the cul-de-sac street which extends east from Street A. Planned Unit Development Master Development Plan with Rezoning The subject property is currently zoned AG-Agricultural and in order to facilitate approval of a plat with urban density parcels, the applicant has requested zoning of R2 PUD – Moderate Density Residential PUD for the single-family lots. The property is currently guided for Low Density Residential land uses in the City’s Comprehensive Plan, which the R1- Low Density Residential and R2- Moderate Density Residential zoning districts are identified as appropriate zoning for this land category. Up to 2.5 units per acre are allowed within the R1 district and up to 6 units per acre are allowed within the R2 district. The proposed subdivision will have 2.93 units per acre which is just over the maximum allowed for the R1 zoning district and on the lower end of the R2 zoning district. Consistent with the City’s PUD ordinance, the developer is requesting deviations from certain zoning requirements. The deviations from the R2 zoning standards requested by the applicant include a reduction in the minimum lot size from 12,000 square feet to 7,000 square feet; reduction in the minimum lot width from 100 feet to 57 feet for 35 lots within the subdivision and 100 feet to 52 feet for 14 lots within the subdivision; reduction in the front yard setback from 30 feet to 25 feet; and reduction in the side yard setback from 10-ft to 5-ft. The applicant has also requested a maximum lot coverage of up to 48% for lots between 7,000 square feet and 8,999 square feet. Lots that are between 9,000 square feet and 10,999 square feet will have a lot coverage of up to 40% and lots that are 11,000 square feet and up will have a lot coverage of up to 35% which both meet the R2 impervious surface standard of 40%. Category Standard R-2 Moderate Density Residential Zoning Bray Hill 5 Min. Lot Size 12,000 sq. ft. 7,000sq. ft. Min. Lot Width 100 ft. 52 ft. & 57 ft. Min. Front Yard Setback 30 ft. 25 ft. Min. Side Yard Setback 10 ft. 5 ft. Min. Rear Yard Setback 30 ft. 30 ft. Max. Lot Coverage 40% 35% to 48% Preliminary Pla t The applicant is requesting approval of a preliminary plat to allow for the development of 49 single-family residential lots. The plat also includes a series of outlots that will accommodate the proposed stormwater ponding and infiltration area (Outlot C), a proposed future City well site (Outlot D), a dedicated area in the northwest corner of the plat for an entrance monument (Outlot A), and a buffer of land between the platted lots and the railroad tracts to the south (Outlot B). The proposed 8-foot trail extension from the bituminous trail adjacent to Akron Avenue will cut through a portion of Outlot B. The development proposes to extend two public streets from Bonaire Path. The streets provide a loop through the development with a second street extending between the loop and a cul-de-sac street extending from the loop street. The street network will provide access to the 49 single-family residential lots. The developer has indicated that the full build-out of the site will occur in one phase. Street, Sidewalk System and Trails The proposed plat depicts the construction of three local residential streets within the subdivision. Street A is a loop street extending from Bonaire Path and 320 feet east of Akron Avenue. Street A extends south to the railroad tracks and parallels the tracks to the east and then curves north back towards Bonaire Path. Street B extends east to west between the loop of Street A and Street C is the cul-de-sac street which extends east from Street A. The typical street design for this subdivision is a 32-foot wide street with 5 feet concrete sidewalks installed on one side of each of the streets. This typical design meets the City’s standards for a street that allows parking on both sides of the street. There is an 8 foot trail extension proposed off the current bituminous trail that is adjacent to Akron Avenue into the Bray Hill subdivision just north of the railroad tracks and will connect with Street A. A trail easement is required over the trail alignment, which is located in Outlot B within the proposed subdivision. Parks The City of Rosemount Parks and Recreation department has reviewed the proposed development and has provided review comments in the attached memorandum. A few of the comments within the memorandum include: • The sidewalk amenities appear to be designed in a manner that works toward the City’s goal of having a well-connected community. • Staff recommends that the grading plan along the south side of Bonaire Path be adjusted to allow for a benched area to be created for a future trail, which the trail will be built by the City. • The Parks and Recreation staff is recommending cash-in-lieu of land dedication for this subdivision in the amount of $166,600 (49 units x $3,400). Staff will provide the Planning Commission with a verbal update concerning the Park and Recreation Commission review of the plat. Staff is recommending compliance with the Park Director’s memorandum as a condition of approval. 6 Landscaping and Tree Preservation A majority of the site is currently or was formerly used as agriculture and has very few trees on site. There are some trees currently located around the farmstead, near the north end of the property along Bonaire Path and as well as some along southern boundary of the property adjacent to the railroad tracks. Landscaping for the subdivision will be predominately trees planted on individual lots along with a more extensive planning plan for trees along Bonaire Path, Akron Avenue and along the railroad tracks located on the southern portion of the site. The City Code requires one tree per lot/frontage in residential subdivisions, which in this case results in 56 street trees (49 lots plus 7 corner lots). The overall number provided for tree planning is over the minimum requirements and does provide at least one tree for standard lots and two trees per corner lots. With the addition of the replacement trees, the minimum number of trees to be provided is 288 while the landscape plan shows a total of 335 trees. Stormwater Management The developer is proposing to construct one pond with a permanent pool and infiltration area. Water will be routed to the pond through storm sewer , rear yard catch basins, and overland flow. The proposed storm sewer within Bray Hill consists of three storm sewer systems. The largest system extends within Street C, B, A and th e rear yard area of Block 2. A second system extends within the lots along the south side of Bonaire Path, which must be extended across the length of the project and the roadside wale along Bonaire Path filled in. The third system extends parallel to the railroad property collecting rear yard runoff. The City Engineer and the City’s stormwater consultant have reviewed the plan and provided comments in the attached memorandum dated March 16, 2022. Utilities The proposed sanitary sewer system extends from an existing sanitary sewer stub from Akron Avenue. Two 8-inch watermain extensions have been identified, one extends from an existing watermain stub off Akron Avenue and one watermain extension is proposed to be extended form the existing 16-inch watermain within Bonaire Path. This connection would require excavation into the recently constructed Bonaire Path though. Within the City Engineer memorandum, it was recommended to remove the proposed watermain extension out to Bonaire Path and to instead extend the watermain to the existing 16- inch watermain stub located east of the cul-de-sac on site. The proposed site plan did identify a site for a future municipal well. Prior to constructing a well at this location, the city needs to construct a test well to determine the water quality and quantity. Final Plat The applicant has submitted a final plat for the 49 single-family residential lot subdivision named Bray Hill. The final plat includes the designated residential lots along with four outlots that were a part of the preliminary plat. Easements identified within the City Engineers memorandum dated March 23, 2022 will require vacating in conjunction with the final plat. A trail easement is required over the prosed trail within Outlot B and as well as Drainage and Utility Easements within various lots in the subdivision, which can be found in the attached City Engineer memorandum. The final plat is consistent with the preliminary plat and staff recommends approval of the final plat following the recommendation of approval of the planned unit development master development plan with rezoning and the preliminary plat. CONCLUSION AND RECOMMENDATION Staff recommends approval of the requested Planned Unit Development (PUD) Master Development Plan with Rezoning from AG – Agricultural to R2 – Moderate Density Residential PUD, Preliminary Plat, and Final Plat for Bray Hill with the conditions listed. The recommendation is based on the information submitted by the applicant, findings made in this report and the conditions detailed in the attached memorandums. Site 1 1 2 4 5 6 7 8 9 10 11 1 6 5 4 3 2 1 18 17 16 15 14 13 12 11 10987 1 2 3 4 5 6 7 1 2 3 4 5 6 7 8 910 11 12 13 2 2 2 3 3 4 4 4OUTLOT AOUTLO T B OUTLOT C OUTLOT D FUTURE CITY WELL (0.44 AC) POND 1 NWL:931.5 HWL:936.5 ST R E ET B S T R E E T A S T R E E T C NWL NWL HWL HWL AKRON AVE. (CO. RD. NO. 73)UNION P A CI FI C R AI L R O A D BONAIRE PATH E. UNION P A CI FI C R AI L R O A D BONAIRE PATH E. 52' 52' 52' 52' 52' 52' 52' 52' 52' 52' 52' 52' 52' 52' 57'57' 57' 57' 57' 57' 57'57' 57'57' 57' 57' 57' 57' 57'57'57' 57'57' 57'57'57' 57' 57' 57' 57' 57' 57' 57' 57' 57' 57' 57' 57' 57' PROPO S E D 1, 5 0 0 L F 4 8 " L A N D S C A P E F E N C E FINAL DEVELOPMENT PLANS BRAY HILL C1.01 1TITLE SHEET SHEET INDEX PAGE DESCRIPTION C1.01 TITLE SHEET C2.01 DEMOLITION PLAN C3.01 C3.02 C4.01 C5.01 C5.02 C5.03 CIVIL ENGINEER ATERRA LAND SERVICES 18219 70TH PL N MAPLE GROVE, MN 55311 TEL 763-360-1307 CONTACT: NATE HERMAN, PE EMAIL: NATE@ATERRALAND.COM LANDSCAPE ARCHITECT PIONEER ENGINEERING 2422 ENTERPRISE DRIVE MENDOTA HEIGHTS, MN 55120 TEL 651-681-1914 CONTACT: JENNI THOMPSON, PA EMAIL: JTHOMPSON@PIONEERENG.COM DEVELOPMENT TEAM: CONTRACTOR TBD GEOTECHNICAL HAUGO GEOTECHNICAL SERVICES 2825 CEDAR AVENUE SOUTH MINNEAPOLIS, MN 55407 TEL 612-979-3542 CONTACT: JEFF HAYDON EMAIL JHAYDON@HAUGOGTS.COM DEVELOPER/OWNER BUILDERS LOT GROUP 9531 WEST 78TH STREET SUITE 135 EDEN PRAIRIE, MN 55344 TEL 612-290-5704 CONTACT: DWAYNE SIKICH EMAIL DWAYNE@BUILDERSLOTGROUP.COM SURVEYOR CORNERSTONE LAND SURVEYING 1970 NORTHWESTERN AVE SUITE 200 STILLWATER, MN 55082 TEL 651-275-8969 EMAIL DAN@CSSSURVEY.NET CONTACT: DAN THURMES STORMWATER DESIGN AE2S 6901 E FISH LAKE RD, SUITE 184 MAPLE GROVE, MN 55369 TEL 763-463-5036 CONTACT: JUSTIN KLABO, PE EMAIL: JUSTIN.KLABO@AE2S.COM LOCATION MAP: FORESTRY REHDER FORESTRY CONSULTING, LLC 34270 LANESBORO CT NORTH BRANCH, MN 55056 TEL 651-213-1255 CONTACT: MARK REHDER MARK@REHDERFORESTRYCONSULTING.COM SITE ZONING NOTES: PROPOSED ZONING: PUD SINGLE-FAMILY - 52':14 LOTS SINGLE-FAMILY - 57': 35 LOTS TOTAL DEVELOPMENT LOTS: 49 LOTS AREA SUMMARY: GROSS PARCEL AREA:17.50 ACRES (100%) BONAIRE ROW: 0.33 ACRES (1.9%) CITY OUTLOT FOR FUTURE WELL: 0.44 ACRES (2.5%) NET DEVELOPABLE AREA:16.73 ACRES (95.6%) PROPOSED NET DENSITY:2.93 UN/AC PROPOSED P.U.D. MINIMUM LOT AREA 7,000 S.F. PROPOSED P.U.D. MINIMUM BLDG. SETBACKS: FRONT (FROM ROW):25 FT. INTERIOR SIDE YARD (TOTAL): 12 FT. (5' MINIMUM PER SIDE) ROW SIDE YARD:15 FT. REAR LOT: 30 FT. CO. ROAD 73 / AKRON AVE.:50 FT. BONAIRE AVENUE:40 FT. RAILROAD 50 FT. 52' LOTS: 57'LOTS: PROPOSED BUILDING PADS: 40'W X 60'D*45'W X 60'D* *(UNLESS OTHERWISE NOTED) PARCEL LEGAL DESCRIPTION: LOT 1, BLOCK 1, GREYSTONE 5TH ADDITION PARCEL ADDRESS: 1102 BONAIRE PATH EAST, ROSEMOUNT, MN 55068 P.I.D. : 34-31004-01-010 IT IS RECOGNIZED THAT THE DEVELOPER, AND THEIR CONTRACTOR, IS RESPONSIBLE TO DELIVER THE PROJECT ACCORDING TO THE REQUIREMENTS OF THE DEVELOPMENT AGREEMENT. IN THE CASE OF CONFLICTING REQUIREMENTS BETWEEN THE DEVELOPERS AGREEMENT AND THE PROJECT SPECIFICATIONS, PROVIDED BY ATERRA LAND SERVICES, THE DEVELOPMENT AGREEMENT SHALL GOVERN. USE (INCLUDING COPYING, DISTRIBUTION, AND/OR CONVEYANCE OF INFORMATION) OF THIS PRODUCT IS STRICTLY PROHIBITED WITHOUT ATERRA LAND SERVICES LLC's EXPRESS WRITTEN AUTHORIZATION. USE WITHOUT SAID AUTHORIZATION CONSTITUTES AN ILLEGITIMATE USE AND SHALL THEREBY INDEMNIFY ATERRA LAND SERVICES LLC OF ALL RESPONSIBILITY. ATERRA LAND SERVICES LLC RESERVES THE RIGHT TO HOLD ANY ILLEGITIMATE USER OR PARTY LEGALLY RESPONSIBLE FOR DAMAGES OR LOSSES RESULTING FROM ILLEGITMATE USE. DISCLAIMER NOTES: 18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman SCALE IN FEET 0 16080 N FINAL GRADING PLAN FINAL GRADING PLAN FINAL EROSION PLAN FINAL SANTARY SEWER AND WATERMAIN PLAN FINAL SANTARY SEWER AND WATERMAIN PLAN FINAL SANTARY SEWER AND WATERMAIN PLAN FINAL STORM SEWER PLAN FINAL STORM SEWER PLAN FINAL STORM SEWER PLAN FINAL STORM SEWER PLAN C6.01 C6.02 C6.03 C6.04 FINAL STREET PLAN FINAL STREET PLANC7.02 FINAL STREET PLANC7.03 CONSTRUCTION DETAILSC8.01 CONSTRUCTION DETAILSC8.02 TREE PRESERVATION PLANL0.01 C7.01 1 SHEET 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1.CITY OF ROSEMOUNT GENERAL SPECIFICATIONS FOR STREET AND UTILITY CONSTRUCTION (2015) 2.WATERMAIN AND SANITARY SEWER SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CITY ENGINEER'S ASSOCIATION OF MINNESOTA STANDARD UTILITIES SPECIFICATIONS (2013). 3.THE 2020 EDITION OF THE MINNESOTA DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATIONS FOR CONSTRUCTION" AND ALL SUPPLEMENTAL SPECIFICATIONS FOR CONSTRUCTION SHALL GOVERN. 4.PROJECT SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE MINNESOTA POLLUTION CONTROL (MPCA) “MINNESOTA STORMWATER MANUAL” (2021) 5.ALL TRAFFIC CONTROL AND SIGNING SHALL CONFORM TO THE MINNESOTA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MN MUTCD 2020), INCLUDING THE MINNESOTA TEMPORARY TRAFFIC CONTROL FIELD MANUAL (2018) 6.PERFORM CONSTRUCTION IN ACCORDANCE WITH THE OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) LAWS AND REGULATIONS GOVERNING SPECIFICATIONS: AKRON AVE. (CO. RD. NO. 73)UNION P A CI FI C R AI L R O A D BONAIRE PATH E. PRIVATE UTILITY CONTRACTOR ABANDON OVERHEAD ELECTRIC SERVICE REMOVE TRANSFORMER & POWER POLESPRIVATE UTILITY CONTRACTOR ABANDON COMMUNICATION SERVICE AND REMOVE PEDESTAL PRIVATE UTILITY CONTRACTOR ABANDON ELECTRICAL SERVICE AND REMOVE TRANSFORMER DEMO CONTRACTOR REMOVE & DISPOSE OF PRIVATE POWER POLES IF LEFT BEHIND BY SERVICE PROVIDER DEMO CONTRACTOR REMOVE & DISPOSE OF ALL BUILDINGS, STRUCTURES AND HARD SURFACES DEMO CONTRACTOR GET PERMITS, PUMP AND REMOVE & DISPOSE OF SEPTIC SYSTEM PRIVATE UTILITY CONTRACTOR ABANDON NATURAL GAS SERVICE GRAVEL DRIVEWAY TO REMAIN IN PLACE AND BE GRADED OUT WITH MASS GRADING UTILITY CONTRACTOR REMOVE AND SALVAGE 18" FES AND 18" RCP BULKHEAD AT CB GRADING CONTRACTOR REMOVE AND SALVAGE CULVERT AND (2) 15" FES DEMO CONTRACTOR LOCATE AND SEAL WELL DEMO CONTRACTOR PROPERLY DISPOSE OF ASBESTOS & OTHER HAZARDOUS MATERIALS THROUGHOUT THE SITE. C2.01 2DEMOLITION PLAN 18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman SCALE IN FEET 0 10050 N REMOVALS BY DEMO CONTRACTOR REMOVALS BY GRADING/UTILITY CONTRACTOR REMOVALS BY PRIVATE UTILITY CONTRACTOR DEMOLITION NOTES: 1.ALL DEMOLITION AND TREE REMOVAL ACTIVITIES FOR THIS PROJECT SHALL BE IN ACCORDANCE WITH THE CITY OF ROSEMOUNT GENERAL SPECIFICATIONS FOR STREET AND UTILITY CONSTRUCTION (2015) 2.CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. 3.SAFETY NOTICE TO CONTRACTORS: IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONTRACTOR WILL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE DUTY OF THE ENGINEER OR THE DEVELOPER TO CONDUCT CONSTRUCTION REVIEW OF CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF CONTRACTOR'S SAFETY MEASURES IN, ON OR NEAR THE CONSTRUCTION SITE. CONTRACTOR SHALL INSTALL CONSTRUCTION ZONE SIGNAGE AS REQUIRED. 4.CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING VEHICULAR AND PEDESTRIAN TRAFFIC CONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, AND FLAGMEN TO CONTROL THE MOVEMENT OF TRAFFIC WHERE NECESSARY. TRAFFIC CONTROL DEVICES SHALL CONFORM TO APPROPRIATE MINNESOTA DEPARTMENT OF TRANSPORTATION STANDARDS. 5.EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTA). THE CONTRACTOR AND/OR SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES (UNDERGROUND AND OVERHEAD). 6.THE CONTRACTOR SHALL PREVENT SOIL AND DEBRIS FROM LEAVING THE SITE BY EROSION AND VEHICLE WHEEL TRACKING. CONTRACTOR SHALL BE RESPONSIBLE FOR CLEANING OF STREET, BOULEVARD AND UTILITY FACILITIES THAT RECEIVE ANY ERODED OR TRACKED SOIL MATERIAL OR OTHER CONSTRUCTION DEBRIS OR MATERIAL. AKRON AVE. (CO. RD. NO. 73)UNION P A CI FI C R AI L R O A D BONAIRE PATH E. UNION P A CI FI C R AI L R O A D BONAIRE PATH E. 32' F-F 60' 3 5 ' 25'25'32' F-F60'60' 32' F-F 4 6 ' T O F 60'32' F-F60'25'2 5 '25'25'25' 3 5 '35'25'25'15'25'25' 25' 25'55'25' 15'15'25'15' 15'35'40'40'50'50'50' 50' 50'40'15'5'5' 7'7'7' 5'7'5'8' G ??? G???G???G ???G ???G ???G ???G??? G ???G ???G ??? G ??? G???G ???G ??? G ??? G ? ? ? G??? G ???G ???G??? G ??? 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966.8((965.4))X XTF 975.1GF 974.8LOLO 969.8((968.4))X XTF 975.1BF 966.8GF 963.6 LO¹ LO 959.6 ((958.2)) X X TF 964.9 BF 956.6 GF 960.7 LO¹ LO 956.7 ((955.3)) X X TF 962.0 BF 953.7 GF 958.3 LO¹ LO 954.3 ((952.9)) X X TF 959.6 BF 951.3 GF 955.5 LO¹ LO 951.5 ((950.1)) X X TF 956.8 BF 948.5 GF 952.9 LO¹ LO 948.9 ((947.5)) X X TF 954.2 BF 945.9 GF 950.3 LO¹ LO 946.3 ((944.9)) X X TF 951.6 BF 943.3 GF 948.4 LO¹ LO 944.4 ((943.0)) X X TF 949.7 BF 941.4 GF 946.5 WO BF 938.5 ((937.1)) X X TF 946.8 GF 946.2 WO BF 938.2 ((936.8)) X X TF 946.5 GF 946.2 WO BF 938.2 ((936.8)) X X TF 946.5 GF 946.5 WO/SLO BF 938.5 (937.8) X X TF 946.8 50' PAD G F 9 4 7 . 5 W O BF 9 3 9 . 5 ((9 3 8 . 1 ) ) X X TF 9 4 7 . 8 GF 948 .0WOBF 940 .0 ( (938 .6 ) )X XTF 948 .3GF 948.0WOBF 940.0((938.6))X XTF 948.3GF 9 4 7. 7 LO LO 9 4 2. 7 (942. 0) X X TF 9 4 8. 0 BF 9 3 9. 7 50' P A D GF 947.4 LO¹ LO 943.4 (942.7)X X TF 948.7 BF 940.4 50' PAD GF 947.3 LO¹ LO 943.3 ((941.9))X X TF 948.6 BF 940.3X X((946.5))BF 939.9FBTF 948.2GF 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T R AI L GRADING CONTRACTOR TO REMOVE AND SALVAGE CULVERT RCP AND (2) 15" FES. LEAVE NEAR PROJECT ENTRANCE FOR RE-USE. 2 5 ' 3+00 952.5 954.8 952.6951.9947.0948954 SFSFSF GF 955.5 LO¹ LO 951.5 ((950.1)) X X TF 956.8 BF 948.5 5.6%4 3 TYPICAL STREET GRADING DETAIL C3.01 3FINAL GRADING PLAN 18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman SCALE IN FEET 0 16080 1:1 SLOPECOMPACTED STRUCTURAL BACKFILL EXCAVATED SOIL MATERIAL AS REQUIRED BY SOILS ENGINEER BACKFILL WITH ORGANIC OR UNSTABLE MATERIAL BOTTOM OF UNSTABLE SOIL FINISHED GRADE EXISTING GRADE CONTRACTOR EXCAVATION OR FILL LIMIT 32' F-F (34' B-B)2' TYPICAL STREET SECTION DEPTH = 22" 2.0% 2.00% GROUND ELEVATION AT BACK OF BLDG PAD RECOMMENDED HOUSE TYPE FRONT BUILDING SETBACK LINE FULL BASEMENT (FB) LOOKOUT (LO) WALKOUT (WO) SPLIT LEVEL (WO/SLO) 1 = 1' GARAGE DROP 2 = 2' GARAGE DROP PROPOSED FINISHED CONTOUR LOT NUMBER EXISTING CONTOUR FINISHED GROUND ELEVATION (ALSO GARAGE FLOOR & TOP OF FOUNDATIONELEVATION) RIGHT OF WAY 100' CENTERLINE STATION PROPERTY LINE FINISHED ELEVATION AT LOT CORNER GARAGE ORIENTATION AND DRIVEWAY SLOPE N LEGEND: EASEMENT WATERMAIN SANITARY SEWER STORM SEWER CURB & GUTTER D S CONCRETE SIDEWALK NOTE: ASTERISK (*) ON SPOT ELEVATIONS DENOTES NON-TYPICAL ELEVATION S BITUMINOUS TRAIL SETBACK LINE REAR BLDG PAD LINE SURFACE SLOPE LABEL X.X GUTTER SPOT LABEL G 900.0 PROPOSED CONTOUR 944950 EXISTING CONTOUR CENTERLINE EMERGENCY OVERFLOW EOF 6.0" TOPSOIL 25.0' CURB LOOKOUT ELEVATION 2:1 3.0' BELOW GARAGE FLOOR FINISHED GRADE PER GRADING PLAN GARAGE FLOOR BSMT FLR R O W E S M N T10' S B L 15' H S E LOOKOUT (LO) 60' PAD (UNLESS OTHERWISE NOTED) 3.0' BELOW GARAGE FLOOR CURB 3:1 MAX 2:1 BF/WO ELEVATION FINISHED GRADE PER GRADING PLAN GARAGE FLOOR 6.0" TOPSOIL R O W E S M N T10' S B L 15' H S E WALKOUT (WO) 60' PAD (UNLESS OTHERWISE NOTED) 25'10'15' 50' 60' 10' 25'4'21' 50' 60' 10' 3:1 MAX BSMT FLR HOLDDOWN DETAILS NOTES: 1. GRADE ((XXX.X)) BEHIND EACH HOMESITE IS THE PROPOSED TOP OF TOPSOIL, SUBGRADE SHALL BE DOWN 0.50 FEET. 2. ESTABLISH FINISH GRADE TO ALL 10' FRONT YARD UTILITY EASEMENT LOCATIONS. FULL BASEMENT (FB) 60' PAD (UNLESS OTHERWISE NOTED) ENSURE FULL BASEMENT PADS ARE DRAINED (PROVIDE TRENCH IF NECESSARY) REAR PAD ELEV. ((XXX.X)) ((XXX.X)) = WO - 1.7' REAR PAD ELEV. ((XXX.X)) ((XXX.X)) = LO - 1.7' 3.0' BELOW GARAGE FLOOR CURB +/-3:1 FINISHED GRADE PER GRADING PLAN GARAGE FLOOR 6.0" TOPSOIL R O W E S M N T10' S B L 15' H S E 25' 50' 60' 10' MAX 1% MIN. 25' BSMT FLR GRND ELEV. @ 50' (XXX.X) ((XXX.X)) = TF - 1.7' REAR PAD ELEV. ((XXX.X)) HOLD STREET DOWN AN ADDITIONAL 0.3' CENTERLINE BLOCK NUMBER GRADING NOTES: 1.ALL EXCAVATION ACTIVITIES FOR THIS PROJECT SHALL BE IN ACCORDANCE WITH THE CITY OF ROSEMOUNT GENERAL SPECIFICATIONS FOR STREET AND UTILITY CONSTRUCTION (2015) 2.CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. 3.CONTRACTOR SHALL COMPLETE THE SITE GRADING CONSTRUCTION IN ACCORDANCE WITH THE REQUIREMENTS OF THE GEOTECHNICAL ENGINEER. ALL SOIL TESTING SHALL BE COMPLETED BY THE OWNER'S GEOTECHNICAL ENGINEER. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED SOIL TESTS AND INSPECTIONS WITH THE GEOTECHNICAL ENGINEER. THE GEOTECHNICAL ENGINEERING SOILS REPORT HAS BEEN COMPLETED BY: HAUGO GEOTECHNICAL, INC., PHONE: 612-729-2959, DATED: **IN PROGRESS**. 4.CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING VEHICULAR AND PEDESTRIAN TRAFFIC CONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, AND FLAGMEN TO CONTROL THE MOVEMENT OF TRAFFIC WHERE NECESSARY. TRAFFIC CONTROL DEVICES SHALL CONFORM TO APPROPRIATE MINNESOTA DEPARTMENT OF TRANSPORTATION STANDARDS. 5.EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTA). THE CONTRACTOR AND/OR SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES (UNDERGROUND AND OVERHEAD). 6.THE GRADING CONTRACTOR IS RESPONSIBLE FOR ALL STORM WATER INSPECTIONS ACCORDING TO THE MPCA STORM WATER PERMIT. THIS INCLUDES BOTH WEEKLY INSPECTIONS AND INSPECTIONS DONE AFTER A 0.5" RAIN EVENT. A COPY OF THE INSPECTION REPORT MUST BE EMAILED TO THE ENGINEER, DEVELOPER AND CITY ENGINEER ON A WEEKLY BASIS. 7.THE CONTRACTOR SHALL PREVENT SOIL MATERIALS FROM LEAVING THE SITE BY EROSION AND VEHICLE WHEEL TRACKING. CONTRACTOR SHALL BE RESPONSIBLE FOR CLEANING OF STREET, BOULEVARD AND UTILITY FACILITIES THAT RECEIVE ANY ERODED OR TRACKED SOIL MATERIAL OR OTHER CONSTRUCTION DEBRIS OR MATERIAL. 8.THE CONTRACTOR SHALL PLACE INLET PROTECTION DEVICES IN ACCORDANCE WITH THE CITY OF ROSEMOUNT. FOR ALL STORM SEWER INLETS AND MAINTAIN THEM AS AN EFFECTIVE SILT CONTROL DEVICE. INLET PROTECTION SHALL BE REMOVED WHEN RESTORATION HAS BEEN ESTABLISHED. 9.EXCAVATE TOPSOIL AND ORGANIC MATERIAL FROM AREAS TO BE FURTHER EXCAVATED OR RE-GRADED AND STOCKPILE IN AREAS DESIGNATED ON THE SITE. CONTRACTOR SHALL SALVAGE ENOUGH TOPSOIL FOR RE-SPREADING ON THE SITE AS SPECIFIED. EXCESS TOPSOIL SHALL BE PLACED IN EMBANKMENT AREAS, OUTSIDE OF BUILDING PADS, ROADWAYS AND PARKING AREAS. CONTRACTOR SHALL SUBCUT CUT AREAS, WHERE TURF IS TO BE ESTABLISHED, TO A DEPTH OF 4 INCHES. RE-SPREAD TOPSOIL IN AREAS WHERE TURF IS TO BE ESTABLISHED TO A MINIMUM DEPTH OF 4 INCHES. TOPSOIL CANNOT BE USED AS FILL UNDER TRAILS OR SIDEWALKS. 10.EXISTING TREES AND OTHER NATURAL VEGETATION WITHIN THE PROJECT AND/OR ADJACENT TO THE PROJECT ARE OF PRIME CONCERN TO THE CONTRACTOR'S OPERATIONS AND SHALL BE A RESTRICTED AREA. CONTRACTOR SHALL PROTECT TREES TO REMAIN AT ALL TIMES. EQUIPMENT SHALL NOT NEEDLESSLY BE OPERATED UNDER NEARBY TREES AND EXTREME CAUTION SHALL BE EXERCISED WHEN WORKING ADJACENT TO TREES. SHOULD ANY PORTION OF THE TREE BRANCHES REQUIRE REMOVAL TO PERMIT OPERATION OF THE CONTRACTOR'S EQUIPMENT, CONTRACTOR SHALL OBTAIN THE SERVICES OF A PROFESSIONAL TREE TRIMMING SERVICE TO TRIM THE TREES PRIOR TO THE BEGINNING OF OPERATION. SHOULD CONTRACTOR'S OPERATIONS RESULT IN THE BREAKING OF ANY LIMBS, THE BROKEN LIMBS SHOULD BE REMOVED IMMEDIATELY AND CUTS SHALL BE PROPERLY PROTECTED TO MINIMIZE ANY LASTING DAMAGE TO THE TREE. NO TREES SHALL BE REMOVED WITHOUT AUTHORIZATION BY THE ENGINEER. COSTS FOR TRIMMING SERVICES SHALL BE CONSIDERED INCIDENTAL TO THE GRADING CONSTRUCTION AND NO SPECIAL PAYMENT WILL BE MADE. 11.RESTRICTED AREAS SHALL INCLUDE ALL DESIGNATED TREED AREAS OUTSIDE OF THE DESIGNATED CONSTRUCTION ZONE. ALL VEGETATION, INCLUDING ROOT ZONES, WITHIN THE RESTRICTED AREAS SHALL REMAIN. CONTRACTOR SHALL RESTRICT ALL GRADING AND CONSTRUCTION ACTIVITIES TO AREAS DESIGNATED ON THE PLANS. ACTIVITIES WITHIN THE CONSTRUCTION MAY BE RESTRICTED TO A NARROWER WIDTH IN THE FIELD TO SAVE ADDITIONAL TREES AS DIRECTED BY THE OWNER.ALL RESTRICTED AREAS SHALL BE FENCED OFF WITH BRIGHT ORANGE POLYETHYLENE SAFETY NETTING AND STEEL STAKES AS SHOWN ON THE TREE PROTECTION DETAIL. AT NO TIME SHALL THIS FENCING BE REMOVED OR ACTIVITY OF ANY KIND TAKE PLACE WITHIN IT. FINAL PLACEMENT OF ALL PROTECTIVE FENCING SHALL BE COMPLETE BEFORE ANY WORK COMMENCES ON-SITE. 12.TRENCH BORROW CONSTRUCTION: IF ALLOWED BY THE OWNER, CONTRACTOR SHALL COMPLETE “TRENCH BORROW” EXCAVATION IN AREAS DIRECTED BY THE ENGINEER IN ORDER TO OBTAIN STRUCTURAL MATERIAL. TREES SHALL NOT BE REMOVED OR DAMAGED AS A RESULT OF THE EXCAVATION, UNLESS APPROVED BY THE ENGINEER. THE EXCAVATION SHALL COMMENCE A MINIMUM OF 10 FEET FROM THE LIMIT OF THE BUILDING PAD. THE EXCAVATION FROM THIS LIMIT SHALL EXTEND AT A MINIMUM SLOPE OF 1 FOOT HORIZONTAL TO 1 FOOT VERTICAL (1:1) DOWNWARD AND OUTWARD FROM THE FINISHED SURFACE GRADE ELEVATION. THE TRENCH BORROW EXCAVATION SHALL BE BACKFILLED TO THE PROPOSED FINISHED GRADE ELEVATION AND SHALL BE COMPACTED IN ACCORDANCE WITH REQUIREMENTS OF THE QUALITY COMPACTION METHOD AS OUTLINED IN MN/DOT SPECIFICATION 2105.3F2. SNOW FENCE SHALL BE FURNISHED AND PLACED ALONG THE PERIMETER OF THE TRENCH BORROW AREA WHERE THE SLOPES EXCEED 2 FOOT HORIZONTAL TO 1 FOOT VERTICAL (2:1). 13.FILL PLACED WITHIN THE BUILDING PAD AREAS SHALL BE IN CONFORMANCE WITH HUD/FHA PROCEDURES AND DATA SHEET 79G. 14.FINISHED GRADING SHALL BE COMPLETED, CONTRACTOR SHALL UNIFORMLY GRADE AREAS WITHIN LIMITS OF GRADING, INCLUDING ADJACENT TRANSITION AREAS. PROVIDE A SMOOTH FINISHED SURFACE WITHIN SPECIFIED TOLERANCES, WITH UNIFORM LEVELS OR SLOPES BETWEEN POINTS WHERE ELEVATIONS ARE SHOWN, OR BETWEEN SUCH POINTS AND EXISTING GRADES. AREAS THAT HAVE BEEN FINISHED GRADED SHALL BE PROTECTED FROM SUBSEQUENT CONSTRUCTION OPERATIONS, TRAFFIC AND EROSION. REPAIR ALL AREAS THAT HAVE BECOME RUTTED, ERODED OR HAS SETTLED BELOW THE CORRECT GRADE. ALL AREAS DISTURBED BY THE CONTRACTOR'S OPERATIONS SHALL BE RESTORED TO EQUAL OR BETTER THAN ORIGINAL CONDITION OR TO THE REQUIREMENTS OF THE NEW WORK. 15.FINISH GRADE TOLERANCES a.THE RESIDENTIAL BUILDING SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.20 FEET ABOVE OR BELOW, THE PRESCRIBED ELEVATION AT ANY POINT WHERE MEASUREMENT IS MADE. b.THE STREET AREA SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.1 FEET ABOVE OR BELOW, THE PRESCRIBED ELEVATION OF ANY POINT WHERE MEASUREMENT IS MADE. c.AREAS WHICH ARE TO RECEIVE TOPSOIL SHALL BE GRADED TO WITHIN 0.20 FEET ABOVE OR BELOW THE REQUIRED ELEVATION, UNLESS DIRECTED OTHERWISE BY THE ENGINEER. d.TOPSOIL SHALL BE GRADED TO PLUS OR MINUS 1 INCH OF THE SPECIFIED DEPTH. ESTIMATE EARTHWORK QUANTITIES: CUT TO GRADE: 73,500 CY FILL TO GRADE:78,500 CY TOTAL:1,500 CY SHORT (ASSUMING 10% SHRINKAGE) AKRON AVE. (CO. RD. NO. 73)UNION P A CI FI C R AI L R O A D BONAIRE PATH E. UNION P A CI FI C R AI L R O A D 32' F-F 60' 3 5 ' 25'25'32' F-F60'60' 32' F-F 4 6 ' T O F 60'32' F-F60'25'2 5 '25'25'25' 3 5 '35'25'25'15'25'25' 25' 25'55'25' 15'15'25'15' 15'35'40'40'50'50'50' 50' 50'40'15'5'5' 7'7'7' 5'7'5'8' G ??? G???G???G ???G ???G ???G ???G ??? G ???G ???G ??? G ??? G???G ???G ??? G ??? G ? ? ? G??? G ???G ???G??? G ??? G ???G ???973.75HP958.89LP937.40LP0+001+002+003+004+005+006+007+00 8+00 9+00 10+00 11+00 12+0013+0014+0015+0016+0016+95.03937.7959.6960.7963.1966.0970.3973.4973.3972.0 970.8 969.4 966.0 961.0 956.0951.0946.9944.8940.3962.4964.1968.1972.2973.79 7 2 . 6 971.4 970.1 968.1 963.5 958.5 953.5948.6945.8943.3937.70+0 0 1+00 2+00 3+00 4+00 5+00 5+48.53 945.2 962. 8 961.2 957.0 952.5 947.9 945.2 962. 3 959.3 954.8 950.2 946.1 943.93 LP 3+11.51 1+00 2+00 946.8 944.2 944.3944.7 945.3 960.52 LP 0+001+00 2+00 3+003+17.75 961.0 971.9967.8 962.8 960.8 970.3 965.3 960.7 963. 3 966.9 969.6 972.2 973.6 974.0 966.5 970.6961.4 957.0 953.4954.0 957.5 960.0952.3951.1950.3949.4948.8947.5947.1946.1949.1 949.3945.9 947.7 950.2 958. 4 962.6965.1967.5969.2952.6955.1957.5972.1 972.9 973.3 973.8 974.0 973.0 970.1 967.2 965.0 963.6 962.7 960.0 963.1963.1 964.5 963.4 963.2 963.1 963.3 962.2 961.9 960.0 961.2 962.4 962.4958.5956.1960.2957.4954.7951.9949.5947.2944.9952.9950.7947.0944.0941.9939.0944.6944.2944.7944.8937.3935.2934.8934.7934.0934.5 934.9945.7946.3946.8 94 6 . 7 946.3 933.5 93 7 . 7 ???945.5945.0 946.8 956.6 949.9 947.6 946.3 941.4 944.3945.6 944.8 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 9 3 3 . 5 934.4937.0 937.0 937.0 937.0 937.0 937.0 937.0 937.1952.0 960.0 5.0% 4.1%5.0%4.3%1.2% 5.0%2.0%5.9%4.6% 1.8% 1.0% 2.0% 2.1% 2.0% 1.1%2.3%2.7% 2.5%2.3%2.2%EOF947.9 EOF 945.0 HP EOF942.2 10:1 BENCH 10:1 BENCH922.0966964966968962964966964964 9629 7 0 964972964964966 968 970972974974 958 960962 966968 966 964 954 954 952944 9 4 2 946 950948 940932934 932 936 932 934 936 9 3 2 9 3 6 940938938 9 4 0 940 942 936 934 936 934 946 946 946 94293894294494 6948 952 9 5 4 960 962954 952 966964958956958956 952 952 948948 952 950 958962 964 966 966 968964960958 970974970 960960.7 957.8 956.2 5.1% 5.9%10.5%2.5%2.1%3.4%EOF956.5 EOF930.7 G 962.0 G961.7G963.2G 959.2G 958.3G938.2G 937.8G944.8 G 944.2G944.1G 944.5 G 944.5 G945.7G 945.8G 945.0 G 943.9 G 9 4 4 . 5 G944.0 G 944.3G 946.2G945.7 G9 4 5 . 8 G943.9G 962.4 930926922924928930 926934932 9362.3%944 954 960 958LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD SFSFSFSF SFSF SF SF SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSF SFSFSFSFSFSF SFSFSFSFSFSFSFSFSF SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFS F S F SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF S F 964.1 HP 2.2%4.2%2.3%4.9%8.8%7.5%4.1%2.5% 3.3% 11.1% 4.5% 2.6%3.3%3.6%3.7% 2.2% 3.9%2.5%943.5 939.9 945.3 952.6 966.8 964.3 954.6954.6 946.5 LP G 945.1 G 94 5 . 0X X((963.1))BF 956.5FBTF 964.8GF 964.5X X((963.6))BF 957.0FBTF 965.3GF 965.0X X((964.9))BF 958.3FBTF 966.6GF 966.3X X((966.6))BF 960.0FBTF 968.3GF 968.0GF 970.7LOLO 965.7((964.3))X XTF 971.0BF 962.7GF 974.2WOBF 966.2((964.8))X XTF 974.5GF 974.8WOBF 966.8((965.4))X XTF 975.1GF 975.2WOBF 967.2((965.8))X XTF 975.5GF 974.6WOBF 966.6((965.2))X XTF 974.9GF 974 .1WOBF 966 .1((964.7 ))X XTF 974 .4GF 973 .7WO/SLOBF 965 .7((964 .3))X XTF 974 .0 GF 971 . 0 WO BF 963 . 0 ((961. 6 ) ) X X TF 971 . 3 GF 969 . 8 WO BF 961 . 8 ((960. 4 ) ) X X TF 970 . 1 GF 968 . 2 WO BF 960 . 2 ((958.8 ) ) X X TF 968 . 5 GF 965. 5 WO BF 957. 5 ((956.1 ) ) X X TF 965. 8 GF 962. 5 WO/SLO BF 954. 5 ((953.1 ) ) X X TF 962. 8 X X((948.9))BF 942.3FB¹TF 950.6GF 949.3X X((949.4))BF 942.8FBTF 951.1GF 950.8GF 953.6 LO¹ LO 949.6 ((948.2))X X TF 954.9 BF 946.6 GF 955.5 LO¹ LO 951.5 ((950.1))X X TF 956.8 BF 948.5 GF 957.8 LO¹ LO 953.8 ((952.4))X X TF 959.1 BF 950.8 GF 960.3 LO¹ LO 956.3 ((954.9))X X TF 961.6 BF 953.3 GF 956.2LOLO 951.2((949.8))X XTF 956.5BF 948.2GF 967.9WOBF 959.9((958.5))X XTF 968.2GF 969.7WOBF 961.7((960.3))X XTF 970.0GF 972.3WOBF 964.3((962.9))X XTF 972.6GF 974.3WOBF 966.3((964.9))X XTF 974.6GF 974.8WOBF 966.8((965.4))X XTF 975.1GF 974.8LOLO 969.8((968.4))X XTF 975.1BF 966.8GF 963.6 LO¹ LO 959.6 ((958.2)) X X TF 964.9 BF 956.6 GF 960.7 LO¹ LO 956.7 ((955.3)) X X TF 962.0 BF 953.7 GF 958.3 LO¹ LO 954.3 ((952.9)) X X TF 959.6 BF 951.3 GF 955.5 LO¹ LO 951.5 ((950.1)) X X TF 956.8 BF 948.5 GF 952.9 LO¹ LO 948.9 ((947.5)) X X TF 954.2 BF 945.9 GF 950.3 LO¹ LO 946.3 ((944.9)) X X TF 951.6 BF 943.3 GF 948.4 LO¹ LO 944.4 ((943.0)) X X TF 949.7 BF 941.4 GF 946.5 WO BF 938.5 ((937.1)) X X TF 946.8 GF 946.2 WO BF 938.2 ((936.8)) X X TF 946.5 GF 946.2 WO BF 938.2 ((936.8)) X X TF 946.5 GF 946.5 WO/SLO BF 938.5 (937.8) X X TF 946.8 50' PAD G F 9 4 7 . 5 W O BF 9 3 9 . 5 ((9 3 8 . 1 ) ) X X TF 9 4 7 . 8 GF 948 .0WOBF 940 .0 ( (938 .6 ) )X XTF 948 .3GF 948.0WOBF 940.0((938.6))X XTF 948.3GF 9 4 7. 7 LO LO 9 4 2. 7 (942. 0) X X TF 9 4 8. 0 BF 9 3 9. 7 50' P A D GF 947.4 LO¹ LO 943.4 (942.7) X X TF 948.7 BF 940.4 50' PAD GF 947.3 LO¹ LO 943.3 ((941.9))X X TF 948.6 BF 940.3X X((946.5))BF 939.9FBTF 948.2GF 947.9GF 951.0LOLO 946.0((944.6))X XTF 951.3BF 943.0GF 953.4WO¹BF 946.4((945.0))X XTF 954.76.5%4.9%6.0%5.6%6.2%6.4%6.8%6.7% 5.3% 6.6% 5.6% 7.7% 6.8% 3.6% 3.1% 3.5% 3.6% 3.0% 3.1% 3.7% 4.3% 4.1% 4.6% 6.6%4.0%4.5%5.0%7.5%8.9% 6.7% 6. 0 %4.1%5.7%4.3%3.9%5.7%7.2%6.4%3.9%5.5%5.0% 4.5% 4 .1%5.2%5.6%3.6% 7.3% 5.5%4.8%1 1 2 4 5 6 7 8 9 10 11 1 6 5 4 3 2 1 18 17 16 15 14 13 12 11 10987 1 2 3 4 5 6 7 1 2 3 4 5 6 7 8 910 11 12 13 2 2 2 3 3 4 4 4OUTLOT AOUTLO T B OUTLOT C POND 1 NWL:931.5 HWL:936.5 S T R E E T B S T R E E T A S T R E E T C NWL NWL HWL HWL 8' BIT. T R AI L GRADING CONTRACTOR TO REMOVE AND SALVAGE CULVERT RCP AND (2) 15" FES. LEAVE NEAR PROJECT ENTRANCE FOR RE-USE. 2 5 ' UNION P A CI FI C R AI L R O A D BONAIRE PATH E.934.9933.5 93 7 . 7 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 931.5 9 3 3 . 5 934.4937.0 937.0 937.0 937.0 937.0 937.0 937.0 937.0 EOF936.5 10:1 BENCH 10:1 BENCH922.02.3% 3.4 %932934 932 936 936 936 932932 934 936 9 3 2 936 940938938 936936934 932 934938 940942 5.1% 5.9%EOF930.7 930926922924928930 926934932 936LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD SFSFSFSFSFSFSFSFSFSFSFSFSF SFSF SF SF SFSFSF BF 940 .0 ( (938 .6 ) )X XWOBF 940.0((938.6))X X6 7 4 OUTLOT C OUTLOT D FUTURE CITY WELL (0.44 AC) POND 1 NWL:931.5 HWL:936.5 NWL NWL HWL HWL C3.02 4FINAL GRADING PLAN 18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman N SCALE IN FEET 0 10050 AKRON AVE. (CO. RD. NO. 73)UNION P A CI FI C R AI L R O A D BONAIRE PATH E. UNION P A CI FI C R AI L R O A D BONAIRE PATH E.EOFEOF EOFEOF10:1 BENCH 10:1 BENCHEOFEOFLOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD SFSFSFSFSFSFSFSFSFSFS F SF SFSF SFSFSFSFSFSFSFSFSFSFSFSFSF SFSFSFSFSFSFSFSFSFSFSFSFSF SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFS F S F SF SFSF SF SF SF SF SF SF SF SF SF SF SF SF SF SF S F 1 1 2 4 5 6 7 8 9 10 11 1 6 5 4 3 2 1 18 17 16 15 14 13 12 11 10987 1 2 3 4 5 6 7 1 2 3 4 5 6 7 8 910 11 12 13 2 2 2 3 3 4 4 4OUTLOT AOUTLO T B OUTLOT C OUTLOT D FUTURE CITY WELL (0.44 AC) POND 1 NWL:931.5 HWL:936.5 ST R E E T B S T R E E T A S T R E E T C NWL NWL HWL HWL IP IP IP IP IP IP IP IP IP IP IP IP IP IP IP IP IP IP IP IP IP IP IPIP IP IP IP IP IP IP IP 320 SY EROSION BLANKET 1.GRADING CONTRACTOR TO LAY 6" HDPE ALONG EXISTING DITCH BOTTOM TO ALLOW DITCH WATER TO DRAIN TO FES (400LF). FES TO REMAIN OPERATIONAL UNTIL STORM SEWER IS INSTALLED. 2.UTILITY CONTRACTOR TO ABANDON 6" HDPE ONCE STORM SEWER IS INSTALLED. 3.UTILITY CONTRACTOR TO REMOVE AND REUSE 18" FES & PIPE AND BULKHEAD EX CBMH AT STRUCTURE WALL. 4" DIAMETER HOLE IN OCS WEIR WALL TO ALLOW POND TO DRAIN BELOW NWL AS A BMP TO TAKE THE INFILTRATION BASIN OFFLINE UNTIL PERMANENT VEGETATION IS ESTABLISHED. ONCE THIS OCCURS, THE HOLE SHALL BE GROUTED IN TO ALLOW THE POND TO FUNCTION AS DESIGNED. SEE OCS DETAIL IN THE STORM SEWER PLANS. INSTALL DOUBLE ROW HD MONO SILT FENCE AFTER GRADING TO PROTECT BASIN INSTALL DOUBLE ROW HD MONO SILT FENCE TO PROTECT EX FES INSTALL HD MONO SILT FENCE AFTER GRADING TO PROTECT BASIN INSTALL AND MAINTAIN ROCK ENTRANCE BERM 300 SY EROSION BLANKET S F S F SFSFSFSFS F S F SFSFSFSFSFLEGEND: STORM SEWER CURB & GUTTER D PROPOSED CONTOUR EXISTING CONTOUR CENTERLINE EMERGENCY OVERFLOW EOF RIP-RAP ROCK ENTRANCE BERM 950 944 EROSION BLANKET SILT FENCE SF SILT FENCE AFTER GRADING SF LIMITS OF DISTURBANCE LOD INLET PROTECTION IP TEMPORARY DITCH DRAINTILE EROSION CONTROL NOTES: C4.01 5FINAL EROSION CONTROL PLAN18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman N SCALE IN FEET 0 12060 1.SEE STORMWATER POLLUTION PREVENTION PLAN AND NARRATIVE IN SEPARATE DOCUMENT. 2.ALL SITE EROSION CONTROL FOR THIS PROJECT SHALL BE INSTALLED, MAINTAINED AND REMOVED IN ACCORDANCE WITH THE CITY OF ROSEMOUNT GENERAL SPECIFICATIONS FOR STREET AND UTILITY CONSTRUCTION (2015) AND THE CONSTRUCTION STORMWATER BEST MANAGEMENT PRACTICES OF THE MINNESOTA POLLUTION CONTROL AGENCY (MPCA) “NPDES PERMIT” (2018) 3.CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. 4.SAFETY NOTICE TO CONTRACTORS: IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONTRACTOR WILL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE DUTY OF THE ENGINEER OR THE DEVELOPER TO CONDUCT CONSTRUCTION REVIEW OF CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF CONTRACTOR'S SAFETY MEASURES IN, ON OR NEAR THE CONSTRUCTION SITE. CONTRACTOR SHALL INSTALL CONSTRUCTION ZONE SIGNAGE AS REQUIRED. 5.EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTA). THE CONTRACTOR AND/OR SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES (UNDERGROUND AND OVERHEAD). 6.THE GRADING OR UTILITY/STREET CONTRACTOR IS RESPONSIBLE FOR ALL STORM WATER INSPECTIONS ACCORDING TO THE MPCA STORM WATER PERMIT. THIS INCLUDES BOTH WEEKLY INSPECTIONS AND INSPECTIONS DONE AFTER A 0.5" RAIN EVENT. A COPY OF THE INSPECTION REPORT MUST BE EMAILED TO THE ENGINEER, DEVELOPER AND CITY ENGINEER ON A WEEKLY BASIS. 7.THE CONTRACTOR SHALL PREVENT SOIL AND DEBRIS FROM LEAVING THE SITE BY EROSION AND VEHICLE WHEEL TRACKING. CONTRACTOR SHALL BE RESPONSIBLE FOR CLEANING OF STREET, BOULEVARD AND UTILITY FACILITIES THAT RECEIVE ANY ERODED OR TRACKED SOIL MATERIAL OR OTHER CONSTRUCTION DEBRIS OR MATERIAL. AKRON AVE. (CO. RD. NO. 73)UNION P A CI FI C R AI L R O A D BONAIRE PATH E. UNION P A CI FI C R AI L R O A D 1 1 2 4 5 6 7 8 9 10 11 1 6 5 4 3 2 1 18 17 16 15 14 13 12 11 10987 1 2 3 4 5 6 7 1 2 3 4 5 6 7 8 910 11 12 13 2 2 2 3 3 4 4 4OUTLOT AOUTLO T B OUTLOT C POND 1 NWL:931.5 HWL:936.5 ST R E E T B S T R E E T A S T R E E T C NWL NWL HWL HWL CBOX: 961.9 CBOX: 963.4 CBOX: 964.3 CBOX: 966.2 CBOX: 968.5 CBOX: 972.2 CBOX: 973.7 CBOX: 974.3 CBOX: 973.8 CBOX: 973.2 CBOX: 972.1 CBOX: 973.8 CBOX: 974.3 CBOX: 973.0 CBOX: 970.9 CBOX: 968.2 CBOX: 965.7 CBOX: 961.1 CBOX: 958.7 CBOX: 956.2 CBOX: 953.5 CBOX: 951.0 CBOX: 948.5 CBOX: 946.6 CBOX: 958.8 CBOX: 956.3 CBOX: 954.0 CBOX: 951.2 CBOX: 947.6 CBOX: 949.0 CBOX: 954.1 CBOX: 960.9 CBOX: 964.0 CBOX: 966.7 CBOX: 968.7 CBOX: 970.1 CBOX: 945.3 CBOX: 944.9 CBOX: 944.9 CBOX: 945.6 CBOX: 946.4 CBOX: 947.0 CBOX: 947.2 CBOX: 946.9 CBOX: 946.3 CBOX: 944.8 CBOX: 947.1 CBOX: 949.1 CBOX: 951.5 SERV: X+X 952.5 SERV: X+X 953.0 SERV: X+X 954.3 X' RISER SERV: X+X 956.0 X' RISER SERV: X+X 958.7 X' RISER SERV: X+X 962.2 X' RISER SERV: X+X 962.8 SERV: X+X 963.2 SERV: X+X 962.6 SERV: X+X 962.1 SERV: X+X 961.7 SERV: X+X 962.8 SERV: X+X 962.8 SERV: X+X 962.3 SERV: X+X 960.3 X' RISER SERV: X+X 957.7 X' RISER SERV: X+X 955.9 X' RISER SERV: X+X 948.3 X' RISER SERV: X+X 945.8 X' RISER SERV: X+X 943.5 X' RISER SERV: X+X 941.6 X' RISER SERV: X+X 951.6 X' RISER SERV: X+X 948.7 X' RISER SERV: X+X 946.3 X' RISER SERV: X+X 943.5 X' RISER SERV: X+X 940.9 X' RISER SERV: X+X 938.3 X' RISER SERV: X+X 936.4 SERV: X+X 937.3 SERV: X+X 938.8 SERV: X+X 944.2 SERV: X+X 950.5SERV: X+X 953.5SERV: X+X 956.2SERV: X+X 957.8SERV: X+X 959.0 SERV: X+X 933.5 SERV: X+X 932.7 SERV: X+X 934.2 SERV: X+X 934.5 SERV: X+X 935.5 SERV: X+X 936.0 SERV: X+X 936.0 SERV: X+X 935.7 SERV: X+X 935.4 SERV: X+X 935.3 SERV: X+X 935.9 SERV: X+X 939.0 SERV: X+X 941.4 0+23 1+50 1+251+00 0+600+45 0+05 1+39 1+35 1+33 0+83 0+58 0+05 0+54 0+59 0+08 1+45 0+91 0+38 1+33 0+74 0+37 1+65 1+10 1+05 0+58 0+55 1+13 0+26 0+32 0+83 0+89 1+41 1+46 2+03 2+08 2+60 3+20 0+74 1+31 1+62 1+77 2+20 2+28 2+41 2+49 2+56 2+64 0+56 29' RISER 27' RISER 26' RISER 24' RISER 24' RISER 22' RISER 5' RISER 8' RISER 7' RISER 10' RISER 10' RISER 13' RISER 13' RISER 16' RISER 16' RISER 19' RISER 116 115 109 110 108 204 203 202 118 114 107 123 201 122 113 121 106 120 102 112 117 104 119 105 103 111 403 502 305 CB-1 CB-1A 304 402 303 101 301 401 13 12 11 2 10 1 3 7 6110 4 9 8 6 50+001+002+003+004+005+006+007+00 8+00 9+00 10+00 11+00 12+0013+0014+0015+0016+0016+95.035+48.53 1+00 2+00 3+00 4+00 5+00 3+11.51 1+00 2+00 0+001+00 2+00 3+003+17.75 29' RISER 302 602 601 701 702 1.REMOVE 120 SY STREET 2.REPLACE IN KIND 3.FILL PATCH IN WITH ROCK UNTIL DEVELOPMENT PAVING OCCURS 8" PVC C900 8" PVC C900 8" PVC C900 8" PVC C 9 0 0 8" PVC C900 8" PVC C900 8" PVC C900 8" PVC C900 HYD 6" GV 16 LF 6" WM HBOE: 960.0 HYD 6"GV 24 LF 6" WM HBOE: 967.2 HYD 6"GV 10 LF 6" WM HBOE: 974.0 HYD 6"GV 12 LF 6" WM HBOE: 970.5 HYD 6"GV 13 LF 6" WM HBOE: 956.7 HYD 6"GV 31 LF 6" WM HBOE: 944.7 HYD 6"GV 7 LF 6" WM HBOE: 954.7 HYD 6"GV 19 LF 6" WM HBOE: 946.4 45° BEND 8X6 REDUCER 11° BEND8X8 TEE 11.25° BEND22° BEND 8" GV 8" GV 8X6 TEE 22° BEND 8X8 TEE CNCT TO EX 8" DIP 8" GV 11° BEND 11° BEND 45° BEND 11° BEND 45° BEND 11° BEND 8X6 TEE 45° BEND 22° BEND 8" GV 8X8 TEE 8X8 TEE 8" GV 8" GV 8X6 TEE 11° BEND 45° BEND 8X6 REDUCER 11° BEND CNCT TO 16" EX WET TAP w/ 8" GV 22° BEND 8" PV C C 9 0 0 8" PVC SDR 26 8" PVC SDR 35 8" PVC SDR 35 8" PVC SDR 35 8" PVC S D R 3 5 8" PVC S D R 3 5 8 " P V C S D R 3 5 8" PVC SDR 35 8" PVC C900 8" PVC C900 8" PVC SDR 35 8" PVC C900C5.01 6FINAL SANITARY SEWER AND WATERMAIN PLAN18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman SCALE IN FEET 0 10050 N LEGEND: EASEMENT WATERMAIN SANITARY SEWER STORM SEWER CURB & GUTTER D S CONCRETE SIDEWALK NOTE: ASTERISK (*) ON SPOT ELEVATIONS DENOTES NON-TYPICAL ELEVATION S BITUMINOUS TRAIL SETBACK LINE REAR BLDG PAD LINE SURFACE SLOPE LABEL X.X GUTTER SPOT LABEL G 900.0 PROPOSED CONTOUR 944950 EXISTING CONTOUR CENTERLINE EMERGENCY OVERFLOW EOF SANITARY SEWER AND WATERAIN NOTES: 1.THE UTILITY IMPROVEMENTS FOR THIS PROJECT SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CITY OF ROSEMOUNT GENERAL SPECIFICATIONS FOR STREET AND UTILITY CONSTRUCTION (2015) AND THE "STANDARD UTILITIES SPECIFICATIONS" AS PUBLISHED BY THE CITY ENGINEERS ASSOCIATION OF MINNESOTA (CEAM), EXCEPT AS MODIFIED HEREIN. 2.CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. 3.SAFETY NOTICE TO CONTRACTORS: IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONTRACTOR WILL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE DUTY OF THE ENGINEER OR THE DEVELOPER TO CONDUCT CONSTRUCTION REVIEW OF CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF CONTRACTOR'S SAFETY MEASURES IN, ON OR NEAR THE CONSTRUCTION SITE. CONTRACTOR SHALL INSTALL CONSTRUCTION ZONE SIGNAGE AS REQUIRED. 4.THE UTILITY BACKFILL CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF THE GEOTECHNICAL ENGINEER. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED SOIL COMPACTION TESTS AND SOIL INSPECTIONS WITH THE GEOTECHNICAL ENGINEER. 5.CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING AND SCHEDULING ALL REQUIRED UTILITY INSPECTION WITH THE CITY OF ROSEMOUNT AND/OR ITS CONSULTANTS WITH A 48-HOUR NOTICE 6.CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING TRAFFIC CONTROL SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, AND FLAGMEN TO CONTROL THE MOVEMENT OF TRAFFIC WHERE NECESSARY. TRAFFIC CONTROL DEVICES SHALL CONFORM TO APPROPRIATE MINNESOTA DEPARTMENT OF TRANSPORTATION STANDARDS. 7.EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTA). THE CONTRACTOR AND/OR SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES (UNDERGROUND AND OVERHEAD). 8.CITY WILL OPERATE EXISTING GATE VALVES. COORDINATE SHUT OFF AT WATER CONNECTION WITH A 48 HOUR NOTICE 9.ALL MATERIALS SHALL BE AS SPECIFIED IN CEAM SPECIFICATIONS EXCEPT AS MODIFIED HEREIN. 9.1.ALL MATERIALS SHALL COMPLY WITH THE REQUIREMENTS OF THE CITY. 9.2.ALL SANITARY SEWER TO BE PVC C900, SDR26, OR SDR-35, AS NOTED ON THE PLAN. 9.3.ALL SANITARY SEWER SERVICE RISERS MATERIAL SHALL MATCH THE MATERIAL OF THE MAIN UP TO THE LATERAL BEND. 9.4.ALL SANITARY SEWER LATERAL SERVICES TO PROPERTY SHALL BE PVC SDR26 . 9.5.ALL DIP FOR SANITARY SEWER LINES SHALL BE POLY-WRAPPED AND ALL BOLTS USED SHALL BE STAINLESS STEEL. 9.6.USE AN 8" WIDE EXTERNAL SEAL WRAP, "INFI-SHIELD" OR APPROVED EQUAL WITH ALL SANITARY SEWER MANHOLES. 9.7.ALL SANITARY SEWER MANHOLE ADJUSTING RINGS INSTALLATIONS SHALL HAVE POLYMER I/I BARRIERS BY "STRIKE PRODUCTS" OR APPROVED EQUAL INSTALLED. 9.8.SANITARY CASTINGS SHALL BE NEENAH R-1642 OR ACCEPTED EQUAL. LADTECH HDPE ADJUSTING RINGS SHALL BE USED ON SANITARY MANHOLES, OR APPROVED EQUAL. 9.9.ALL WATERMAIN TO BE PVC C900, UNLESS NOTED OTHERWISE. 9.10.ALL WATERMAIN TO HAVE 7.5-FEET OF COVER OVER TOP OF WATERMAIN. 9.11.PROVIDE THRUST BLOCKING AND MECHANICAL JOINT RESTRAINTS ON ALL WATERMAIN JOINTS PER CITY OF ROSEMOUNT SPECIFICATION. 9.12.WYE LOCATIONS TO BE VERIFIED BY CONTRACTORS. WYE STATIONING SHOWN IS CALCULATED FROM THE DOWNSTREAM MANHOLES. 10.ALL SEWER SERVICES ARE LOCATED 3 FEET DOWNSTREAM OF WATER SERVICES IF SEWER AND WATER ARE IN THE SAME TRENCH. 11.ALL WATERMAIN VALVES SHALL BE POSITIONED SUCH THAT THEY ARE NOT LOCATED IN THE CURB AND GUTTER. IF SEWER SERVICE CONDUCTIVITY BOX OR WATER CURB BOX IS PLACED IN A DRIVEWAY, WALK OR TRAIL, A FORD A-1 COVER OR EQUAL MUST BE PROVIDED. 12.ALL HYDRANTS AND HYDRANT GATE VALVES ARE RETAINED AND TIED BACK TO THE WATERMAIN TEE BY MEANS OF APPROVED MEGALUGS UNLESS OTHERWISE NOTED. 13.ALL SEWER AND WATER SERVICES ARE EXTENDED 9 FEET BEYOND THE PROPERTY LINE AS SPECIFIED BY THE CITY. 14.FINAL ADJUSTMENT OF CASTINGS AND GATE VALVES WITHIN THE STREET SHALL BE 1/2" BELOW FINISHED ROADWAY SURFACE. 15.ANY EROSION CONTROL DAMAGED BY CONSTRUCTION SHALL BE REPAIRED AS INCIDENTAL TO CONSTRUCTION 16.THE DISINFECTION OF THE WATERMAIN SHALL BE PERFORMED ACCORDING TO THE CITY OF ROSEMOUNT SPECIFICATIONS (2015) 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 SMH 7 RE=961.4 IE=949.5 SW BUILD=11.9' 41 LF - 8" SDR 35 @ 0.66% SMH 3 RE=962.8 IE=929.4 E IE=949.1 NE IE=929.4 S BUILD=33.4' 205 LF - 8" C900 @ 0.49% SMH 2 RE=969.7 IE=928.4 N IE=928.4 W BUILD=41.3'7.5' MIN. COVER 8" PVC C900 STORM XING IE-954.5 STORM XING IE-959.0 HYD 6" GV 16 LF 6" WM HBOE: 960.0 PROPOSED GRADE HYD 6"GV 24 LF 6" WM HBOE: 967.2 24' RISER L6B2 (R)24' RISER L8B1 (L)26' RISER L5B2 (R)27' RISER L7B1 (L)22' RISER L9B1 (L)8" T-959.2 6" T-959.1 8X6 TEE T-952.1 45° BEND 8X6 REDUCER T-953.6 11° BEND T-954.7 T-954.7 8X8 TEE T-955.0 22° BEND T-955.5 8" GV T-961.7 22° BEND T-962.2 T-962.2 8X8 TEE 29' RISER L4B2 (R)20 LF - 8" DIP CL.52 @ 0.66%8" IE=929.48" IE=928.4T-956.8 8" WM 19.7' OUTSIDE DROP8" IE=949.58" IE=949.1AKRON AVE. (CO. RD. NO. 73)BONAIRE PATH E. 6 7 8 9 10 11 1 6 5 4 3 18 17 16 15 14 13 12 11 10987 1 2 3 4 5 6 7 1 2 3 4 5 910 11 12 13 2 2 2 3 4 4OUTLOT AST R E E T B S T R E E T C CBOX: 961.9 CBOX: 963.4 CBOX: 964.3 CBOX: 966.2 CBOX: 968.5 CBOX: 972.2 CBOX: 973.7 CBOX: 973.0 CBOX: 970.9 CBOX: 968.2 CBOX: 965.7 CBOX: 961.1 CBOX: 958.7 CBOX: 956.2 CBOX: 953.5 CBOX: 951.0 CBOX: 948.5 CBOX: 946.6 CBOX: 958.8 CBOX: 956.3 CBOX: 954.0 CBOX: 951.2 CBOX: 947.6 CBOX: 949.0 CBOX: 954.1 CBOX: 960.9 CBOX: 964.0 CBOX: 945.3 CBOX: 944.9 CBOX: 944.9 CBOX: 945.6 CBOX: 946.4 CBOX: 947.0 CBOX: 947.2 CBOX: 946.9 CBOX: 946.3 CBOX: 944.8 CBOX: 947.1 CBOX: 949.1 CBOX: 951.5 SERV: X+X 952.5 SERV: X+X 953.0 SERV: X+X 954.3 X' RISER SERV: X+X 956.0 X' RISER SERV: X+X 958.7 X' RISER SERV: X+X 962.2 X' RISER SERV: SERV: X+X 962.3 SERV: X+X 960.3 X' RISER SERV: X+X 957.7 X' RISER SERV: X+X 955.9 X' RISER SERV: X+X 948.3 X' RISER SERV: X+X 945.8 X' RISER SERV: X+X 943.5 X' RISER SERV: X+X 941.6 X' RISER SERV: X+X 951.6 X' RISER SERV: X+X 948.7 X' RISER SERV: X+X 946.3 X' RISER SERV: X+X 943.5 X' RISER SERV: X+X 940.9 X' RISER SERV: X+X 938.3 X' RISER SERV: X+X 936.4 SERV: X+X 937.3 SERV: X+X 938.8 SERV: X+X 944.2 SERV: X+X 950.5SERV: X+X 953.5SERV: X+X 956.2SERV: X+X 957.8 SERV: X+X 933.5 SERV: X+X 932.7 SERV: X+X 934.2 SERV: X+X 934.5 SERV: X+X 935.5 SERV: X+X 936.0 SERV: X+X 936.0 SERV: X+X 935.7 SERV: X+X 935.4 SERV: X+X 935.3 SERV: X+X 935.9 SERV: X+X 939.0 SERV: X+X 941.4 0+23 1+50 1+251+00 0+600+45 0+05 1+39 1+33 0+91 0+38 1+33 0+74 0+37 1+65 1+10 1+05 0+58 0+55 1+13 0+26 0+32 0+83 0+89 1+41 1+46 2+03 2+08 2+60 3+20 0+74 1+31 1+62 1+77 2+20 2+28 2+41 2+49 2+56 2+64 0+56 29' RISER 27' RISER 26' RISER 24' RISER 24' RISER 22' RISER 5' RISER 8' RISER 7' RISER 10' RISER 10' RISER 13' RISER 13' RISER 16' RISER 16' RISER 19' RISER 109 110 108 204 203 202 114 107 123 201 122 113 121 106 120 102 112 117 104 119 105 103 111 403 305 304 303 13 2 1 3 7 6110 4 9 8 6 51+002+003+004+005+0012+0013+0014+0015+0016+005+48.53 1+00 2+00 3+00 4+00 5+00 3+11.51 1+00 2+00 29' RISER 8" PVC C900 8" PVC C900 8" PVC C900 8" PVC C900 8" PVC C900 8" PVC C900 8" PVC C90 0 HYD 6" GV 16 LF 6" WM HBOE: 960.0 HYD 6"GV 24 LF 6" WM HBOE: 967.2 HYD 6"GV 31 LF 6" WM HBOE: 944.7 HYD 6"GV 7 LF 6" WM HBOE: 954.7 HYD 6"GV 19 LF 6" WM HBOE: 946.4 45° BEND 8X6 REDUCER 11° BEND8X8 TEE 11.25° BEND22° BEND 8" GV 8" GV 8X6 TEE 22° BEND 8X8 TEE CNCT TO EX 8" DIP 8" GV 11° BEND 11° BEND 45° BEND 22° BEND 8" GV 8X8 TEE 8X8 TEE 8" GV 8" GV 8X6 TEE 11° BEND 45° BEND 8X6 REDUCER 22° BEND 8" PV C C 9 0 0 8" PVC SDR 26 8" PVC SDR 35 8" PVC SDR 35 8" PVC SDR 35 8" PVC C900 8" PVC C900 8" PVC SDR 35 8" PVC C9000+00 0+50 1+00 1+50 2+00 2+50 EX SMH 6110 RE=961.0 IE=916.0 E BUILD=45.0' 80 LF - 8" C900 @ 1.26% SMH 1 RE=963.2 IE=927.5 E IE=917.0 W BUILD=46.2' 159 LF - 8" C900 @ 0.50% SMH 2 RE=969.7 IE=928.4 N IE=928.4 W BUILD=41.3' 8" PVC C900 T-955.0 (APPROX) CNCT TO EX 8" DIP 8" GV 11° BEND T-957.0 8"WM T-962.2 T-962.2 8X8 TEE 8" EX. CL52DIP EX. 8" GV 7.5' MIN. COVER29' RISER L6B1 (R)10.5' OUTSIDE DROP 20 LF - 8" DIP CL.52 @ 0.50%8" IE=917.08" IE=916.08" IE=927.58" IE=928.40+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 SMH 3 RE=962.8 IE=929.4 E IE=949.1 NE IE=929.4 S BUILD=33.4' SMH 4 RE=959.2 IE=930.1 E IE=930.1 W BUILD=29.1' SMH 5 RE=945.1 IE=932.0 E IE=932.0 S IE=932.0 W BUILD=13.1' 397 LF - 8" SDR 26 @ 0.48%150 LF - 8" C900 @ 0.47% 8" PVC C900 8" PVC C900 HYD 6"GV 7 LF 6" WM HBOE: 954.7 STORM XING IE-951.4 STORM XING IE-940.2 5' RISERL6B3 (L)8' RISER L10B2 (R)7' RISER L5B3 (L)10' RISER L4B3 (L)10' RISER L9B2 (R)13' RISER L3B3 (L)13' RISER L8B2 (R)16' RISER L2B3 (L)16' RISER L7B2 (R)19' RISER L1B3 (L)T-954.5 8" GV T-951.3 22° BEND 8" T-946.4 6" T-946.3 8X6 TEE T-939.2 8" WM T-937.0 8" GV T-937.0 T-937.0 8X8 TEE7.5' MIN. COVER7.5' MIN. COVER8" IE=930.18" IE=929.48" IE=932.08" IE=930.10+00 0+50 1+00 1+50 2+00 2+50 3+00 SMH 5 RE=945.1 IE=932.0 E IE=932.0 S IE=932.0 W BUILD=13.1' 279 LF - 8" SDR 35 @ 0.47% SMH 6 RE=945.7 IE=933.3 W BUILD=12.4' HYD 6"GV 19 LF 6" WM HBOE: 946.4 8" PVC C900 STORM XING IE-938.5 T-937.0 8X8 TEE T-936.7 8" GV T-936.0 WM LOW PT T-937.9 45° BEND 8X6 REDUCER 8" WM XING IE-935.6 7.5' MIN. COVERINSTALL WATER SERVICES UNDER STORM SEWER 8" IE=933.38" IE=932.0C5.02 7FINAL SANITARY SEWER AND WATERMAIN PLAN18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman 930 940 950 960 970 920 910 900 930 940 950 960 970 920 910 900 N SCALE IN FEET 0 10050 EXMH - MH2 MH2 - MH7 MH3 - MH5 920 930 940 950 960 970 MH5 - MH 6 900 910 920 930 940 950 960 970 900 910 AKRON AVE. (CO. RD. NO. 73)UNION P A CI FI C R AI L R O A D 1 1 2 4 5 6 7 5 4 3 2 1 18 17 16 15 14 13 1210987 12 13 2 2 2 3 4 OUTLO T B S T R E E T A CBOX: 968.5 CBOX: 972.2 CBOX: 973.7 CBOX: 974.3 CBOX: 973.8 CBOX: 973.2 CBOX: 972.1 CBOX: 973.8 CBOX: 974.3 CBOX: 973.0 CBOX: 970.9 CBOX: 968.2 CBOX: 949.0 CBOX: 954.1 CBOX: 960.9 CBOX: 964.0 CBOX: 966.7 CBOX: 968.7 CBOX: 970.1 CBOX: 949.1 CBOX: 951.5 SERV: X+X 958.7 X' RISER SERV: X+X 962.2 X' RISER SERV: X+X 962.8 SERV: X+X 963.2 SERV: X+X 962.6 SERV: X+X 962.1 SERV: X+X 961.7 SERV: X+X 962.8 SERV: X+X 962.8 SERV: X+X 962.3 SERV: X+X 960.3 X' RISER SERV: X+X 957.7 X' RISER 948.3 X' RISER 945.8 X' RISER X' RISER SERV: X+X 938.8 SERV: X+X 944.2 SERV: X+X 950.5SERV: X+X 953.5SERV: X+X 956.2SERV: X+X 957.8SERV: X+X 959.0 SERV: X+X 939.0 SERV: X+X 941.4 0+600+45 0+05 1+39 1+35 1+33 0+83 0+58 0+05 0+54 0+59 0+08 1+45 0+91 0+38 1+33 0+74 0+37 1+65 1+10 1+05 29' RISER 27' RISER 26' RISER 10' RISER13' RISER16' RISER 116 115 118 114 122 113 121 120 13 12 11 2 10 1 6110 9 84+005+006+007+00 8+00 9+00 10+00 11+00 12+0013+000+001+00 2+00 3+003+17.75 29' RISER 702 8" PVC C 9 0 0 8" PVC C900 8" PVC C900 24 LF 6" WM HBOE: 967.2 HYD 6"GV 10 LF 6" WM HBOE: 974.0 HYD 6"GV 12 LF 6" WM HBOE: 970.5 HYD 6"GV 13 LF 6" WM HBOE: 956.7 22° BEND 8X8 TEE CNCT TO EX 8" DIP 8" GV 11° BEND 11° BEND 45° BEND 11° BEND 45° BEND 11° BEND 8X6 TEE 45° BEND 22° BEND 8" PVC SDR 35 8" PVC SDR 35 8" PVC S D R 3 5 8" PVC S D R 3 5 8 " P V C S D R 3 5 8" PVC SDR 35 8" PVC C900 8" PVC C900BONAIRE PATH E. 16 15 14 13 12 11 1098 3 4 5 6 7 1 2 3 4 910 11 12 13 2 3 4 4 B S T R E E T C CBOX: 956.2 CBOX: 953.5 CBOX: 951.0 CBOX: 948.5 CBOX: 946.6 CBOX: 956.3 CBOX: 954.0 CBOX: 951.2 CBOX: 947.6 CBOX: 949.0 CBOX: 954.1 CBOX: 945.3 CBOX: 944.9 CBOX: 944.9 CBOX: 945.6 CBOX: 946.4 CBOX: 946.3 CBOX: 944.8 CBOX: 947.1 CBOX: 949.1 CBOX: 951.5 SERV: X+X 945.8 X' RISER SERV: X+X 943.5 X' RISER SERV: X+X 941.6 X' RISER SERV: X+X 946.3 X' RISER SERV: X+X 943.5 X' RISER SERV: X+X 940.9 X' RISER SERV: X+X 938.3 X' RISER SERV: X+X 936.4 SERV: X+X 937.3 SERV: X+X 938.8 SERV: X+X 944.2 SERV: X+X 933.5 SERV: X+X 932.7 SERV: X+X 934.2 SERV: X+X 934.5 SERV: X+X 935.4 SERV: X+X 935.3 SERV: X+X 935.9 SERV: X+X 939.0 SERV: X+X 941.4 0+37 1+65 1+10 1+05 0+58 0+55 0+83 0+89 1+41 1+46 2+03 2+08 2+60 3+20 0+74 1+31 1+62 1+77 2+20 2+28 5' RISER 8' RISER 7' RISER 10' RISER 10' RISER 13' RISER 13' RISER 113 121 106 120 112 117 104 119 105 103 111 403 502 305 CB-1 CB-1A 304 303 8 5 13+0014+0015+0016+0016+95.035+48.53 3+00 4+00 5+00 1+00 2+00 1.REMOVE 120 SY STREET 2.REPLACE IN KIND 3.FILL PATCH IN WITH ROCK UNTIL DEVELOPMENT PAVING OCCURS 8" PVC C900 8" PVC C900 8" PVC C900 HYD 6"GV 31 LF 6" WM HBOE: 944.7 HYD 6"GV 7 LF 6" WM HBOE: 954.7 22° BEND 8" GV 8X8 TEE 8X8 TEE 8" GV 8" GV 8X6 TEE 11° BEND 11° BEND CNCT TO 16" EX WET TAP w/ 8" GV 8" PVC SDR 26 8" PVC SDR 35 8" PVC SDR 354+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 SMH 2 RE=969.7 IE=928.4 N IE=928.4 W BUILD=41.3' SMH 13 RE=972.9 IE=960.0 S BUILD=12.9' 144 LF - 8" SDR 35 @ 0.49%73 LF - 8" SDR 35 @ 0.55% 347 LF - 8" SDR 35 @ 2.16% SMH 10 RE=963.4 IE=951.4 W IE=951.4 E BUILD=12.0' 149 LF - 8" SDR 35 @ 5.04% SMH 9 RE=955.9 IE=943.9 W IE=943.9 NE BUILD=12.0' 98 LF - 8" SDR 35 @ 5.11% SMH 8 RE=950.9 IE=938.9 SW IE=938.9 N BUILD=12.0' 177 LF - 8" SDR 35 @ 3.89% SMH 5 RE=945.1 IE=932.0 E IE=932.0 S IE=932.0 W BUILD=13.1'7.5' MIN. COVER7.5' MIN. COVER 8" PVC C 9 0 0 8" PVC C900 8" PVC C900 PROPOSED GRADE EXISTING GROUND SMH 12 RE=972.9 IE=959.3 N IE=959.3 SE BUILD=13.6' SMH 11 RE=971.9 IE=958.9 NW IE=958.9 E BUILD=13.0' STORM XING IE-964.8 STORM XING IE-953.9 STORM XING IE-941.6 HYD AT HIGH POINT IN WM EXISTING GROUND HYD 6"GV 10 LF 6" WM HBOE: 974.0 HYD 6"GV 12 LF 6" WM HBOE: 970.5 HYD 6"GV 13 LF 6" WM HBOE: 956.7 HYD 6"GV 31 LF 6" WM HBOE: 944.7STORM XING IE-939.5 T-930.5 11° BEND CNCT TO 16" EX WET TAP w/ 8" GVT-930.3 WM LOW PT 8" T-936.4 6" T-936.3 8X6 TEE 8" T-948.3 6" T-948.2 8X6 TEE 8" T-962.2 6" T-962.1 8X6 TEE 8" T-965.7 8X6 TEE T-961.7 22° BEND T-962.2 T-962.2 8X8 TEE T-964.0 11° BEND T-965.0 45° BEND 11° BEND T-964.1 45° BEND 11° BEND T-960.0 8" WM T-939.9 8" WM T-938.0 8" GV T-937.0 8X8 TEE T-937.0 T-937.0 8X8 TEE 29' RISER L4B2 (R)EX 15" STORM XING IE-933.3 INSTALL WM BELOW EX. STORM SEWER 8" IE=928.48" IE=960.08" IE=959.38" IE=959.38" IE=958.98" IE=958.98" IE=951.48" IE=958.98" IE=951.48" IE=951.48" IE=943.98" IE=943.98" IE=938.98" IE=938.98" IE=932.0C5.03 8FINAL SANITARY SEWER AND WATERMAIN PLAN18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman N SCALE IN FEET 0 10050 MH5 - MH13 930 940 950 960 970 920 980 990 930 940 950 960 970 920 980 990 AKRON AVE. (CO. RD. NO. 73)UNION P A CI FI C R AI L R O A D BONAIRE PATH E. UNION P A CI FI C R AI L R O A DX X((963.1))BF 956.5FBTF 964.8GF 964.5X X((963.6))BF 957.0FBTF 965.3GF 965.0X X((964.9))BF 958.3FBTF 966.6GF 966.3X X((966.6))BF 960.0FBTF 968.3GF 968.0GF 970.7LOLO 965.7((964.3))X XTF 971.0BF 962.7GF 974.2WOBF 966.2((964.8))X XTF 974.5GF 974.8WOBF 966.8((965.4))X XTF 975.1GF 975.2WOBF 967.2((965.8))X XTF 975.5GF 974.6WOBF 966.6((965.2))X XTF 974.9GF 974 .1WOBF 966 .1 ((964 .7) )X XTF 974 .4GF 973 .7WO/SLOBF 965 .7((964.3))X XTF 974 .0 GF 971 . 0 WO BF 963 . 0 ((961. 6 ) ) X X TF 971 . 3 GF 969 . 8 WO BF 961 . 8 ((960. 4 ) ) X X TF 970 . 1 GF 968 . 2 WO BF 960 . 2 ((958. 8 ) ) X X TF 968 . 5 GF 965. 5 WO BF 957. 5 ((956.1 ) ) X X TF 965. 8 GF 962. 5 WO/SLO BF 954. 5 ((953.1 ) ) X X TF 962. 8 X X((948.9))BF 942.3FB¹TF 950.6GF 949.3X X((949.4))BF 942.8FBTF 951.1GF 950.8GF 953.6 LO¹ LO 949.6 ((948.2))X X TF 954.9 BF 946.6 GF 955.5 LO¹ LO 951.5 ((950.1))X X TF 956.8 BF 948.5 GF 957.8 LO¹ LO 953.8 ((952.4))X X TF 959.1 BF 950.8 GF 960.3 LO¹ LO 956.3 ((954.9))X X TF 961.6 BF 953.3 GF 956.2LOLO 951.2((949.8))X XTF 956.5BF 948.2GF 967.9WOBF 959.9((958.5))X XTF 968.2GF 969.7WOBF 961.7((960.3))X XTF 970.0GF 972.3WOBF 964.3((962.9))X XTF 972.6GF 974.3WOBF 966.3((964.9))X XTF 974.6GF 974.8WOBF 966.8((965.4))X XTF 975.1GF 974.8LOLO 969.8((968.4))X XTF 975.1BF 966.8GF 963.6 LO¹ LO 959.6 ((958.2)) X X TF 964.9 BF 956.6 GF 960.7 LO¹ LO 956.7 ((955.3)) X X TF 962.0 BF 953.7 GF 958.3 LO¹ LO 954.3 ((952.9)) X X TF 959.6 BF 951.3 GF 955.5 LO¹ LO 951.5 ((950.1)) X X TF 956.8 BF 948.5 GF 952.9 LO¹ LO 948.9 ((947.5)) X X TF 954.2 BF 945.9 GF 950.3 LO¹ LO 946.3 ((944.9)) X X TF 951.6 BF 943.3 GF 948.4 LO¹ LO 944.4 ((943.0)) X X TF 949.7 BF 941.4 GF 946.5 WO BF 938.5 ((937.1)) X X TF 946.8 GF 946.2 WO BF 938.2 ((936.8)) X X TF 946.5 GF 946.2 WO BF 938.2 ((936.8)) X X TF 946.5 GF 946.5 WO/SLO BF 938.5 (937.8) X X TF 946.8 50' PAD G F 9 4 7 . 5 W O BF 9 3 9 . 5 ((9 3 8 . 1 ) ) X X TF 9 4 7 . 8 GF 948 .0WOBF 940 .0 ( (938 .6 ) )X XTF 948 .3GF 948.0WOBF 940.0((938.6))X XTF 948.3GF 9 4 7. 7 LO LO 9 4 2. 7 (942. 0) X X TF 9 4 8. 0 BF 9 3 9. 7 50' P A D GF 947.4 LO¹ LO 943.4 (942.7) X X TF 948.7 BF 940.4 50' PAD GF 947.3 LO¹ LO 943.3 ((941.9))X X TF 948.6 BF 940.3X X((946.5))BF 939.9FBTF 948.2GF 947.9GF 951.0LOLO 946.0((944.6))X XTF 951.3BF 943.0GF 953.4WO¹BF 946.4((945.0))X XTF 954.71 1 2 4 5 6 7 8 9 10 11 1 6 5 4 3 2 1 18 17 16 15 14 13 12 11 10987 1 2 3 4 5 6 7 1 2 3 4 5 6 7 8 910 11 12 13 2 2 2 3 3 4 4 4OUTLOT AOUTLO T B OUTLOT C POND 1 NWL:931.5 HWL:936.5 ST R E E T B S T R E E T A S T R E E T C NWL NWL HWL HWL 116 115 109 110 108 204 203 202 118 114 107 123 201 122 113 121 106 120 102 112 117 104 119 105 103 111 403 502 305 CB-1 CB-1A 304 402 303 101 301 401 13 12 11 2 10 1 3 7 6110 4 9 8 6 50+001+002+003+004+005+006+007+00 8+00 9+00 10+00 11+00 12+0013+0014+0015+0016+0016+95.035+48.53 1+00 2+00 3+00 4+00 5+00 3+11.51 1+00 2+00 0+001+00 2+00 3+003+17.75 302 602 601 701 702 1.REMOVE 120 SY STREET 2.REPLACE IN KIND 3.FILL PATCH IN WITH ROCK UNTIL DEVELOPMENT PAVING OCCURS 953.1 946.5 949.3 948.9 960.0 952.3 937.1 931.5 931.5 937.0 931.5 937.7 939.9 STRUCTURE TABLE Structure Name 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 202 203 204 302 303 304 402 403 502 602 TYPE STMH CBMH STMH CBMH STMH CBMH CBMH CBMH CB CB CBMH STMH CBMH CBMH CB CB CB CB CBMH CBMH CB CB CBMH CBMH CB STMH CBMH CBMH CBMH CB CB OCS DIAMETER 48" 48" 48" 48" 48" 48" 48" 48" ???" ???" 48" 48" 48" 48" ???" ???" ???" ???" 48" 48" 30" ???" 48" 48" 30" 48" 48" 48" 48" 30" ???" 48" RIM 946.1 943.6 945.4 944.8 948.9 957.0 962.2 963.3 963.1 943.6 945.8 950.8 957.8 968.7 968.9 945.8 958.1 944.9 946.4 949.2 953.0 956.8 958.3 959.2 960.0 937.0 937.5 938.2 937.7 939.8 939.0 936.5 BUILD 10.08 5.62 5.75 4.54 7.10 5.08 4.56 4.27 3.51 4.02 4.40 4.35 4.14 3.97 3.95 4.00 4.03 3.99 4.02 3.96 4.04 4.72 4.28 4.19 4.01 5.18 4.04 3.96 4.00 4.01 4.00 9.00 INV 936.0 938.0 939.7 940.3 941.8 951.9 957.6 959.0 959.6 939.6 941.4 946.5 953.7 964.7 964.9 941.8 954.1 940.9 942.4 945.2 949.0 952.1 954.0 955.0 956.0 931.8 933.5 934.2 933.7 935.8 935.0 927.5 CASTING 2' x 3' 2' x 3' 2' x 3' 2' x 3' 2' x 3' 2' x 3' 2' x 3' 27" 27" 2' x 3' R-1642 R-1642 R-1642 R-1642 R-4342 R-4342 R-4342 R-4342 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-3067 R-1642 FES TABLE Structure Name 101 201 301 305 401 601 INV 931.50 952.50 931.50 931.50 930.00 PIPE SIZE 21" 15" 15" 15" 18" C.Y. RIP RAP 937.00 15" 7 6 5 5 5 5 C6.01 9FINAL STORM SEWER PLAN 18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman SCALE IN FEET 0 10050 N LEGEND: EASEMENT WATERMAIN SANITARY SEWER STORM SEWER CURB & GUTTER D S CONCRETE SIDEWALK NOTE: ASTERISK (*) ON SPOT ELEVATIONS DENOTES NON-TYPICAL ELEVATION S BITUMINOUS TRAIL SETBACK LINE REAR BLDG PAD LINE SURFACE SLOPE LABEL X.X GUTTER SPOT LABEL G 900.0 PROPOSED CONTOUR 944950 EXISTING CONTOUR CENTERLINE EMERGENCY OVERFLOW EOF STORM SEWER NOTES: 1.THE STORM SEWER IMPROVEMENTS FOR THIS PROJECT SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CITY OF ROSEMOUNT GENERAL SPECIFICATIONS FOR STREET AND UTILITY CONSTRUCTION (2015). 2.EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTA). THE CONTRACTOR AND/OR SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES (UNDERGROUND AND OVERHEAD). 3.CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING AND SCHEDULING ALL REQUIRED UTILITY INSPECTION WITH THE CITY OF ROSEMOUNT AND/OR ITS CONSULTANTS WITH A 48-HOUR NOTICE 4.THE UTILITY BACKFILL CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF THE GEOTECHNICAL ENGINEER. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED SOIL COMPACTION TESTS AND SOIL INSPECTIONS WITH THE GEOTECHNICAL ENGINEER. 5.ANY EROSION CONTROL DAMAGED BY CONSTRUCTION SHALL BE REPARED AS INCIDENTAL TO CONSTRUCTION. AKRON AVE. (CO. RD. NO. 73)BONAIRE PATH E.X X((963.1))BF 956.5FBTF 964.8GF 964.5X X((963.6))BF 957.0FBTF 965.3GF 965.0X X((964.9))BF 958.3FBTF 966.6GF 966.3X X((966.6))BF 960.0FBTF 968.3GF 968.0GF 970.7LOLO 965.7((964.3))X XTF 971.0BF 962.7GF 974.2WOBF 966.2((964.8))X XTF 974.5GF 974.8WOBF 966.8((965.4))X XTF 975.1WO BF 963 . 0 ((961. 6 ) ) X X TF 971 . 3 GF 969 . 8 WO BF 961 . 8 ((960. 4 ) ) X X TF 970 . 1 GF 968 . 2 WO BF 960 . 2 ((958. 8 ) ) X X TF 968 . 5 GF 965. 5 WO BF 957. 5 ((956.1 ) ) X X TF 965. 8 GF 962. 5 WO/SLO BF 954. 5 ((953.1 ) ) X X TF 962. 8 X X((948.9))BF 942.3FB¹TF 950.6GF 949.3X X((949.4))BF 942.8FBTF 951.1GF 950.8GF 953.6 LO¹ LO 949.6 ((948.2))X X TF 954.9 BF 946.6 GF 955.5 LO¹ LO 951.5 ((950.1))X X TF 956.8 BF 948.5 GF 957.8 LO¹ LO 953.8 ((952.4))X X TF 959.1 BF 950.8 GF 960.3 LO¹ LO 956.3 ((954.9))X X TF 961.6 BF 953.3 GF 956.2LOLO 951.2((949.8))X XTF 956.5BF 948.2GF 967.9WOBF 959.9((958.5))X XTF 968.2GF 969.7WOBF 961.7((960.3))X XTF 970.0GF 972.3WOBF 964.3((962.9))X XTF 972.6GF 974.3WOBF 966.3((964.9))X XTF 974.6GF 974.8WOBF 966.8((965.4))X XTF 975.1GF 963.6 LO¹ LO 959.6 ((958.2)) X X TF 964.9 BF 956.6 GF 960.7 LO¹ LO 956.7 ((955.3)) X X TF 962.0 BF 953.7 GF 958.3 LO¹ LO 954.3 ((952.9)) X X TF 959.6 BF 951.3 GF 955.5 LO¹ LO 951.5 ((950.1)) X X TF 956.8 BF 948.5 GF 952.9 LO¹ LO 948.9 ((947.5)) X X TF 954.2 BF 945.9 GF 950.3 LO¹ LO 946.3 ((944.9)) X X TF 951.6 BF 943.3 GF 948.4 LO¹ LO 944.4 ((943.0)) X X TF 949.7 BF 941.4 GF 946.5 WO BF 938.5 ((937.1)) X X TF 946.8 GF 946.2 WO BF 938.2 ((936.8)) X X TF 946.5 GF 946.2 WO BF 938.2 ((936.8)) X X TF 946.5 GF 946.5 WO/SLO BF 938.5 (937.8) X X TF 946.8 50' PAD G F 9 4 7 . 5 W O BF 9 3 9 . 5 ((9 3 8 . 1 ) ) X X TF 9 4 7 . 8 GF 948 .0WOBF 940 .0 ( (938 .6 ) )X XTF 948 .3GF 948.0WOBF 940.0((938.6))X XTF 948.3GF 9 4 7. 7 LO LO 9 4 2. 7 (942. 0) X X TF 9 4 8. 0 BF 9 3 9. 7 50' P A D GF 947.4 LO¹ LO 943.4 (942.7) X X TF 948.7 BF 940.4 50' PAD GF 947.3 LO¹ LO 943.3 ((941.9))X X TF 948.6 BF 940.3X X((946.5))BF 939.9FBTF 948.2GF 947.9GF 951.0LOLO 946.0((944.6))X XTF 951.3BF 943.0GF 953.4WO¹BF 946.4((945.0))X XTF 954.75 6 7 8 9 10 11 1 6 5 4 3 2 18 17 16 15 14 13 12 11 10987 1 2 3 4 5 6 7 1 2 3 4 5 6 7 8 910 11 12 13 2 2 2 3 4 4 4OUTLOT AOUTLOT C POND 1 NWL:931.5 HWL:936.5 S T R E E T B S T R E E T C NWL NWL HWL HWL 109 110 108 204 203 202 114 107 123 201 122 113 121 106 120 102 112 117 104 119 105 103 111 403 502 305 CB-1 CB-1A 304 402 303 101 301 401 13 2 1 3 7 6110 4 9 8 6 50+001+002+003+004+005+0011+00 12+0013+0014+0015+0016+0016+95.035+48.53 1+00 2+00 3+00 4+00 5+00 3+11.51 1+00 2+00 302 602 601 1.REMOVE 120 SY STREET 2.REPLACE IN KIND 3.FILL PATCH IN WITH ROCK UNTIL DEVELOPMENT PAVING OCCURS 953.1 946.5 949.3 960.0 952.3 937.1 931.5 931.5 937.0 931.5 937.7 939.9 -0+50.00 TO 11+50.00 0+000+501+001+502+002+503+003+504+004+505+005+506+006+507+007+508+008+509+009+5010+0010+5011+00 165 LF - 21" RCP @ 2.12% STMH 102 (48") RE=946.1 BLD=11.1' IE=935.0 W IE=935.0 E 144 LF - 21" RCP @ 1.87% CBMH 103 (48") RE=943.6 BLD=5.9' IE=937.7 W IE=939.4 N IE=937.7 E 159 LF - 21" RCP @ 1.26% STMH 104 (48") RE=945.4 BLD=5.7' IE=939.9 W IE=941.0 S IE=939.7 E 36 LF - 15" RCP @ 1.11% CBMH 105 (48") RE=944.8 BLD=4.5' IE=940.3 W IE=940.6 N IE=940.3 E 117 LF - 15" RCP @ 1.28% STMH 106 (48") RE=948.9 BLD=7.1' IE=944.0 W IE=941.8 S IE=941.8 E 187 LF - 15" RCP @ 4.22% CBMH 107 (48") RE=957.0 BLD=5.1' IE=951.9 W IE=951.9 N IE=951.9 E 148 LF - 15" RCP @ 3.85% CBMH 108 (48") RE=962.2 BLD=4.6' IE=957.6 W IE=957.6 E 47 LF - 15" RCP @ 3.00% CBMH 109 (48") RE=963.3 BLD=4.3' IE=959.0 NW IE=959.0 E CB 110 (2'x3') RE=963.1 BLD=3.5' IE=959.6 SE 32 LF - 15" RCP @ 1.87% 8" WM XING IE-955.7 8" SAN XING IE-929.2 FES 101 7 CY CL3 RIP-RAP IE=931.5 W (21")15" IE=957.615" IE=951.915" IE=959.015" IE=957.615" IE=959.615" IE=959.015" IE=951.915" IE=944.015" IE=941.815" IE=940.315" IE=940.315" IE=939.921" IE=939.721" IE=937.721" IE=937.721" IE=935.021" IE=935.021" IE=931.58" WM XING IE-937.1 8" SAN XING IE-932.8 -1+00.00 TO 1+50.00 -0+500+000+501+00 CB 111 (2'x3') RE=943.6 BLD=4.0' IE=939.6 S CBMH 103 (48") RE=943.6 BLD=5.9' IE=937.7 W IE=939.4 N IE=937.7 E 8" WM XING IE-935.3 8" SAN XING IE-932.715" IE=939.631 LF - 15" RCP @ 0.64%15" IE=939.4C6.02 10FINAL STORM SEWER PLAN 18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman 930 940 950 960 970 920 930 940 950 960 970 920 N SCALE IN FEET 0 10050 FES 101 - CB 110 CBMH 103 - CB 111 FBTF 964.8GF 964.5GF 965.0GF 973 .7WO/SLO GF 971 . 0 WO BF 963 . 0 ((961. 6 ) ) X X TF 971 . 3 GF 969 . 8 WO BF 961 . 8 ((960. 4 ) ) X X TF 970 . 1 GF 968 . 2 WO BF 960 . 2 ((958.8 ) ) X X TF 968 . 5 GF 965. 5 WO BF 957. 5 ((956.1 ) ) X X TF 965. 8 GF 962. 5 WO/SLO BF 954. 5 ((953.1 ) ) X X TF 962. 8 X X((948.9))BF 942.3FB¹TF 950.6GF 949.3X X((949.4))BF 942.8FBTF 951.1GF 950.8GF 953.6 LO¹ LO 949.6 ((948.2))X X TF 954.9 BF 946.6 GF 955.5 LO¹ LO 951.5 ((950.1))X X TF 956.8 BF 948.5 GF 957.8 LO¹ LO 953.8 ((952.4))X X TF 959.1 BF 950.8 GF 960.3 LO¹ LO 956.3 ((954.9))X X TF 961.6 BF 953.3 GF 956.2LOLO 951.2((949.8))X XTF 956.5BF 948.2GF 967.9WOBF 959.9((958.5))X XTF 968.2GF 969.7WOBF 961.7((960.3))X XTF 970.0GF 972.3WOBF 964.3((962.9))X XTF 972.6GF 974.3WOBF 966.3((964.9))X XTF 974.6GF 974.8WOBF 966.8((965.4))X XTF 975.1GF 974.8LOLO 969.8((968.4))X XTF 975.1BF 966.8GF 963.6 LO¹ LO 959.6 TF 964.9 GF 960.7 LO¹ LO 956.7 TF 962.0 BF 953.7 GF 958.3 LO¹ LO 954.3 X X TF 959.6 BF 951.3 GF 955.5 LO¹ LO 951.5 TF 956.8 BF 948.5 GF 952.9 LO¹ LO 948.9 TF 954.2 BF 945.9 GF 950.3 LO¹ LO 946.3 TF 951.6 BF 943.3 GF 948.4 LO¹ LO 944.4 TF 949.7 BF 941.4 GF 946.5 WO TF 946.8 GF 946.2 WO TF 946.5 BF 939.9FBTF 948.2GF 947.9GF 951.0LOLO 946.0TF 951.3BF 943.0GF 953.4WO¹BF 946.4TF 954.76 5 4 3 2 1 18 17 16 15 14 13 12 11 10987 2 2 2 OUTLO T B ST R E E T B S T R E E T A S T R E E 116 115 109 110 108 118 114 107 123 122 113 121 106 120 112 117 104 119 105 13 12 11 2 10 3 7 4 9 8 51+002+003+004+005+006+007+00 8+00 9+00 10+00 11+00 12+0013+0014+0015+005+48.53 1+00 2+00 3+00 4+00 5+00 1+00 0+00953.1 946.5 949.3 948.9 -0+50.00 TO 6+50.00 0+000+501+001+502+002+503+003+504+004+505+005+506+00 8" SAN XING IE-954.3 8" WM XING IE-960.2 STMH 104 (48") RE=945.4 BLD=5.7' IE=939.9 W IE=941.0 S IE=939.7 E 24 LF - 15" RCP @ 1.69% CBMH 112 (48") RE=945.8 BLD=4.4' IE=941.4 E IE=941.4 S IE=941.4 N 130 LF - 15" RCP @ 3.91% STMH 113 (48") RE=950.8 BLD=4.3' IE=946.5 SW IE=946.5 N 123 LF - 15" RCP @ 5.85% CBMH 114 (48") RE=957.8 BLD=4.1' IE=953.7 W IE=953.7 S IE=953.7 NE 239 LF - 15" RCP @ 4.60% CBMH 115 (48") RE=968.7 BLD=4.0' IE=964.7 S IE=964.7 E 32 LF - 15" RCP @ 0.63% CB 116 (2'x3') RE=968.9 BLD=4.0' IE=964.9 N 0+00 0+50 1+00 CB 117 (2'x3') RE=945.8 BLD=4.0' IE=941.8 W CBMH 112 (48") RE=945.8 BLD=4.4' IE=941.4 E IE=941.4 S IE=941.4 N 31 LF - 15" RCP @ 1.29% 8" WM XING IE-937.7 8" SAN XING IE-933.8 0+000+50 CBMH 114 RE=957.8 IE=953.7 W IE=953.7 S IE=953.7 NE BUILD=4.1' CB 118 (2'x3') RE=958.1 BLD=4.0' IE=954.1 N 32 LF - 15" RCP @ 1.27% 8" SAN XING IE-946.1 8" WM XING IE-949.8 0+000+50 15" IE=940.915" IE=940.631 LF - 15" RCP @ 0.96% CBMH 105 (48") RE=944.8 BLD=4.5' IE=940.3 W IE=940.6 N IE=940.3 E CB 119 (2'x3') RE=944.9 BLD=4.0' IE=940.9 S 8" WM XING IE-936.8 8" SAN XING IE-931.8 -0+50.00 TO 5+00.00 0+000+501+001+502+002+503+003+50 CB 122 (27") RE=953.0 BLD=4.0' IE=949.0 E 15" IE=949.015" IE=945.215" IE=945.215" IE=942.415" IE=942.415" IE=941.8CBMH 121 (48") RE=949.2 BLD=4.0' IE=945.2 W IE=945.2 E CBMH 120 (48") RE=946.4 BLD=4.0' IE=942.4 W IE=942.4 N STMH 106 (48") RE=948.9 BLD=7.1' IE=944.0 W IE=941.8 S IE=941.8 E 119 LF - 15" RCP @ 3.18% 120 LF - 15" RCP @ 2.34%128 LF - 15" RCP @ 0.47% 0+00 0+50 8" WM XING IE-947.8 8" SAN XING IE-930.3 CB 123 (2'x3') RE=956.8 BLD=4.7' IE=952.1 S 31 LF - 15" RCP @ 0.64% CBMH 107 (48") RE=957.0 BLD=5.1' IE=951.9 W IE=951.9 N IE=951.9 E 15" IE=952.115" IE=951.9GF 974 .1WOBF 966 .1 ((964 .7) )X XTF 974 .4GF 973 .7WO/SLOBF 965 .7((964 .3))X XTF 974 .0 1 1 2 1+00 2+00 3+003+17.75 701 702 0+00 0+50 FES 702 IE=957.5 S (15" ) 57 LF - 15" RCP @ 1.76% FES 701 5 CY CL3 RIP-RAP IE=956.5 N (15")15" IE=957.515" IE=956.5C6.03 11FINAL STORM SEWER PLAN 18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman 930 940 950 960 970 920 930 940 950 960 970 920 N SCALE IN FEET 0 10050 CBMH 104 - CB 116 920 930 940 950 960 970 CBMH 112 - CB 117 CBMH 114 - CB 118 CBMH 105 - CB 119 CBMH 107 - CB 123 920 930 940 950 960 970 CBMH 106 - CB 122 FES 701 - FES 702 -0+50.00 TO 4+00.00 0+000+501+001+502+002+503+00 CB 204 (27") RE=960.0 BLD=4.0' IE=956.0 E 15" IE=956.015" IE=955.0CBMH 203 (48") RE=959.2 BLD=4.2' IE=955.0 W IE=955.0 E 15" IE=955.015" IE=954.0CBMH 202 (48") RE=958.3 BLD=4.3' IE=954.0 W IE=954.0 E 15" IE=954.015" IE=952.532 LF - 15" RCP @ 3.14% 112 LF - 15" RCP @ 1.34% 148 LF - 15" RCP @ 0.68% FES 201 15 CY CL3 RIP-RAP IE=952.5 W (15") -1+00.00 TO 6+50.00 0+000+501+001+502+002+503+003+504+004+505+005+50 FES 301 5 CY CL3 RIP-RAP IE=931.5 NW (15") 47 LF - 15" RCP @ 0.63% STMH 302 (48") RE=937.0 BLD=5.2' IE=931.8 W IE=931.8 SE 400 LF - 15" RCP @ 0.43% CBMH 303 (48") RE=937.5 BLD=4.0' IE=933.5 W IE=933.5 E 31 LF - 15" RCP @ 2.24% CBMH 304 (48") RE=938.2 BLD=4.0' IE=934.2 NW IE=934.2 EFES 305 IE=937.0 SE (15" ) 52 LF - 15" RCP @ 5.37%15" IE=937.015" IE=934.215" IE=934.215" IE=933.515" IE=933.515" IE=931.815" IE=931.815" IE=931.58" WM XING IE-929.8 -0+50.00 TO 4+00.00 0+000+501+001+502+002+503+00 CB 403 (30") RE=939.8 BLD=4.0' IE=935.8 E 15" IE=935.815" IE=933.7CBMH 402 (48") RE=937.7 BLD=4.0' IE=933.7 W IE=933.7 NE 15" IE=933.715" IE=931.5197 LF - 15" RCP @ 1.07%74 LF - 15" RCP @ 2.97% FES 401 5 CY CL3 RIP-RAP IE=931.5 SW (15") -0+50.00 TO 2+00.00 0+000+501+00 EX CB-1A (48") RE=938.4 BLD=3.8' IE=934.6 S EX CBMH CB-1 (48") RE=938.4 BLD=4.3' IE=934.1 W IE=934.1 N IE=934.1 E CB 502 (2'x3') RE=939.0 BLD=4.0' IE=935.0 E 25 LF - 15" RCP @ 3.62% 40 LF - 15" RCP @ 1.25% CUT HOLE IN EX CB-1 TO CNCT REUSE CASTING FROM EX CB-1 STMH CASTING 501 (48") REMOVE TOP SLAB & CASTING OF EX CBMH CB-1 REPLACE WITH NEW TOP SLAB AND STMH CASTING RE=938.4 BLD=4.3'15" IE=934.115" IE=935.00+000+501+00 49 LF - 18" RCP @ 0.62% 38 LF - 18" RCP @ -2.66%18" IE=928.018" IE=929.018" IE=930.318" IE=930.0OCS 602 (48") RE=936.5 BLD=9.0' IE=927.50 (1.5' SUMP) IE=929.00 SW IE=930.30 NE NWL 931.5 18"-RCP-930.3 4.0' SUMP0.50' TOP BACK-937.25 HWL-936.5 0.50' 18"-RCP OUTLET 18"-RCP INLET 4.0' TOP FRONT -936.5 0.75' BOTTOM-927.0 NWL-931.5 OUTLET STRUCTURE - BASIN 1 TOP WEIR/NWL -935.9 18"-RCP-929.0 4" TEMP HOLE IN WEIR WALL - 930.3 (THIS IS TEMPORARY AND MEANT TO DRAW THE POND BELOW NWL. HOLE TO BE GROUTED IN ONCE HOME CONSTRUCTION COMPLETE.) BONAIRE PATH E.X X((963.1))BF 956.5FBTF 964.8GF 964.5X X((963.6))BF 957.0FBTF 965.3GF 965.0X X((964.9))BF 958.3FBTF 966.6GF 966.3X X((966.6))BF 960.0FBTF 968.3GF 968.0GF 970.7LOLO 965.7((964.3))X XTF 971.0BF 962.7GF 974.2WOBF 966.2((964.8))X XTF 974.5GF 974.8WOBF 966.8((965.4))X XTF 975.1WO BF 963 . 0 ((961. 6 ) ) X X TF 971 . 3 GF 969 . 8 WO BF 961 . 8 ((960. 4 ) ) X X TF 970 . 1 GF 968 . 2 WO BF 960 . 2 ((958.8 ) ) X X TF 968 . 5 GF 965. 5 WO BF 957. 5 ((956.1 ) ) X X TF 965. 8 GF 962. 5 WO/SLO BF 954. 5 ((953.1 ) ) X X TF 962. 8 X X((948.9))BF 942.3FB¹TF 950.6GF 949.3X X((949.4))BF 942.8FBTF 951.1GF 950.8GF 953.6 LO¹ LO 949.6 ((948.2))X X TF 954.9 BF 946.6 GF 955.5 LO¹ LO 951.5 ((950.1))X X TF 956.8 BF 948.5 GF 957.8 LO¹ LO 953.8 ((952.4))X X TF 959.1 BF 950.8 GF 960.3 LO¹ LO 956.3 ((954.9))X X TF 961.6 BF 953.3 GF 956.2LOLO 951.2((949.8))X XTF 956.5BF 948.2GF 967.9WOBF 959.9((958.5))X XTF 968.2GF 969.7WOBF 961.7((960.3))X XTF 970.0GF 972.3WOBF 964.3((962.9))X XTF 972.6GF 974.3WOBF 966.3((964.9))X XTF 974.6GF 974.8WOBF 966.8((965.4))X XTF 975.1GF 963.6 LO¹ LO 959.6 ((958.2)) X X TF 964.9 BF 956.6 GF 960.7 LO¹ LO 956.7 ((955.3)) X X TF 962.0 BF 953.7 GF 958.3 LO¹ LO 954.3 ((952.9)) X X TF 959.6 BF 951.3 GF 955.5 LO¹ LO 951.5 ((950.1)) X X TF 956.8 BF 948.5 GF 952.9 LO¹ LO 948.9 ((947.5)) X X TF 954.2 BF 945.9 GF 950.3 LO¹ LO 946.3 ((944.9)) X X TF 951.6 BF 943.3 GF 948.4 LO¹ LO 944.4 ((943.0)) X X TF 949.7 BF 941.4 GF 946.5 WO BF 938.5 ((937.1)) X X TF 946.8 GF 946.2 WO BF 938.2 ((936.8)) X X TF 946.5 GF 946.2 WO BF 938.2 ((936.8)) X X TF 946.5 GF 946.5 WO/SLO BF 938.5 (937.8) X X TF 946.8 50' PAD G F 9 4 7 . 5 W O BF 9 3 9 . 5 ((9 3 8 . 1 ) ) X X TF 9 4 7 . 8 GF 948 .0WOBF 940 .0 ( (938 .6 ) )X XTF 948 .3GF 948.0WOBF 940.0((938.6))X XTF 948.3GF 9 4 7. 7 LO LO 9 4 2. 7 (942. 0) X X TF 9 4 8. 0 BF 9 3 9. 7 50' P A D GF 947.4 LO¹ LO 943.4 (942.7) X X TF 948.7 BF 940.4 50' PAD GF 947.3 LO¹ LO 943.3 ((941.9))X X TF 948.6 BF 940.3X X((946.5))BF 939.9FBTF 948.2GF 947.9GF 951.0LOLO 946.0((944.6))X XTF 951.3BF 943.0GF 953.4WO¹BF 946.4((945.0))X XTF 954.75 6 7 8 9 10 11 1 6 5 4 3 2 18 17 16 15 14 13 12 11 10987 1 2 3 4 5 6 7 1 2 3 4 5 6 7 8 910 11 12 13 2 2 2 3 4 4 4OUTLOT AOUTLOT C POND 1 NWL:931.5 HWL:936.5 ST R E E T B S T R E E T C NWL HWL 109 110 108 204 203 202 114 107 123 201 122 113 121 106 120 102 112 117 104 119 105 103 111 403 502 305 CB-1 CB-1A 304 402 303 101 301 401 13 2 1 3 7 4 9 8 6 50+001+002+003+004+005+0011+00 12+0013+0014+0015+0016+0016+95.035+48.53 1+00 2+00 3+00 4+00 5+00 3+11.51 1+00 2+00 302 602 601 1.REMOVE 120 SY STREET 2.REPLACE IN KIND 3.FILL PATCH IN WITH ROCK UNTIL DEVELOPMENT PAVING OCCURS 953.1 946.5 949.3 948.9 960.0 952.3 937.1 931.5 931.5 937.0 931.5 937.7 939.9 C6.04 12FINAL STORM SEWER PLAN 18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman 930 940 950 960 970 920 930 940 950 960 970 920 N SCALE IN FEET 0 10050 FES 201 - CB 204 920 930 940 950 920 930 940 950 FES 601 TO OCS 602 FES 301 - FES 305 FES 401 - FES 403 EX CB - CB 502 AKRON AVE. (CO. RD. NO. 73)UNION P A CI FI C R AI L R O A D BONAIRE PATH E.X X((963.1))BF 956.5FBTF 964.8GF 964.5X X((963.6))BF 957.0FBTF 965.3GF 965.0X X((964.9))BF 958.3FBTF 966.6GF 966.3X X((966.6))BF 960.0FBTF 968.3GF 968.0GF 970.7LOLO 965.7((964.3))X XTF 971.0BF 962.7GF 974.2WOBF 966.2((964.8))X XTF 974.5GF 974.8WOBF 966.8((965.4))X XTF 975.1GF 975.2WOBF 967.2((965.8))X XTF 975.5GF 974.6WOBF 966.6((965.2))X XTF 974.9GF 974 .1WOBF 966 .1((964.7))X XTF 974 .4GF 973 .7WO/SLOBF 965 .7 ((964 .3) )X XTF 974 .0 GF 971 . 0 WO BF 963 . 0 ((961. 6 ) ) X X TF 971 . 3 GF 969 . 8 WO BF 961 . 8 ((960. 4 ) ) X X TF 970 . 1 GF 968 . 2 WO BF 960 . 2 ((958.8 ) ) X X TF 968 . 5 GF 965. 5 WO BF 957. 5 ((956.1 ) ) X X TF 965. 8 GF 962. 5 WO/SLO BF 954. 5 ((953.1 ) ) X X TF 962. 8 X X((948.9))BF 942.3FB¹TF 950.6GF 949.3X X((949.4))BF 942.8FBTF 951.1GF 950.8GF 953.6 LO¹ LO 949.6 ((948.2))X X TF 954.9 BF 946.6 GF 955.5 LO¹ LO 951.5 ((950.1))X X TF 956.8 BF 948.5 GF 957.8 LO¹ LO 953.8 ((952.4))X X TF 959.1 BF 950.8 GF 960.3 LO¹ LO 956.3 ((954.9))X X TF 961.6 BF 953.3 GF 956.2LOLO 951.2((949.8))X XTF 956.5BF 948.2GF 967.9WOBF 959.9((958.5))X XTF 968.2GF 969.7WOBF 961.7((960.3))X XTF 970.0GF 972.3WOBF 964.3((962.9))X XTF 972.6GF 974.3WOBF 966.3((964.9))X XTF 974.6GF 974.8WOBF 966.8((965.4))X XTF 975.1GF 974.8LOLO 969.8((968.4))X XTF 975.1BF 966.8GF 963.6 LO¹ LO 959.6 ((958.2)) X X TF 964.9 BF 956.6 GF 960.7 LO¹ LO 956.7 ((955.3)) X X TF 962.0 BF 953.7 GF 958.3 LO¹ LO 954.3 ((952.9)) X X TF 959.6 BF 951.3 GF 955.5 LO¹ LO 951.5 ((950.1)) X X TF 956.8 BF 948.5 GF 952.9 LO¹ LO 948.9 ((947.5)) X X TF 954.2 BF 945.9 GF 950.3 LO¹ LO 946.3 ((944.9)) X X TF 951.6 BF 943.3 GF 948.4 LO¹ LO 944.4 ((943.0)) X X TF 949.7 BF 941.4 GF 946.5 WO BF 938.5 ((937.1)) X X TF 946.8 GF 946.2 WO BF 938.2 ((936.8)) X X TF 946.5 GF 946.2 WO BF 938.2 ((936.8)) X X TF 946.5 GF 946.5 WO/SLO BF 938.5 (937.8) X X TF 946.8 50' PAD G F 9 4 7 . 5 W O BF 9 3 9 . 5 ((9 3 8 . 1 ) ) X X TF 9 4 7 . 8 GF 948 .0WOBF 940 .0 ( (938 .6 ) )X XTF 948 .3GF 948.0WOBF 940.0((938.6))X XTF 948.3GF 9 4 7. 7 LO LO 9 4 2. 7 (942. 0) X X TF 9 4 8. 0 BF 9 3 9. 7 50' P A D GF 947.4 LO¹ LO 943.4 (942.7) X X TF 948.7 BF 940.4 50' PAD GF 947.3 LO¹ LO 943.3 ((941.9))X X TF 948.6 BF 940.3X X((946.5))BF 939.9FBTF 948.2GF 947.9GF 951.0LOLO 946.0((944.6))X XTF 951.3BF 943.0GF 953.4WO¹BF 946.4((945.0))X XTF 954.76.5%4.9%6.0%5.6%6.2%6.4%6.8%6.7% 5.3% 6.6% 5.6% 7.7% 6.8% 3.6% 3.1% 3.5% 3.6% 3.0% 3.1% 3.7% 4.3% 4.1% 4.6% 6.6%4.0%4.5%5.0%7.5%8.9% 6.7% 6. 0 %4.1%5.7%4.3%3.9%5.7%7.2%6.4%3.9%5.5%5.0% 4.5%4. 1%5.2%5.6%3.6% 7.3% 5.5%4.8%1 1 2 4 5 6 7 8 9 10 11 1 6 5 4 3 2 1 18 17 16 15 14 13 12 11 10987 1 2 3 4 5 6 7 1 2 3 4 5 6 7 8 910 11 12 13 2 2 2 3 3 4 4 4OUTLOT AOUTLO T B OUTLOT C POND 1 NWL:931.5 HWL:936.5 ST R E E T B S T R E E T A S T R E E T C NWL NWL HWL HWL 116 115 109 110 108 204 203 202 118 114 107 123 201 122 113 121 106 120 102 112 117 104 119 105 103 111 403 502 305 CB-1 CB-1A 304 402 303 101 301 401 13 12 11 2 10 1 3 7 6110 4 9 8 6 5 973.75HP958.89LP937.40LP0+001+002+003+004+005+006+007+00 8+00 9+00 10+00 11+00 12+0013+0014+0015+0016+0016+95.03937.7959.6960.7963.1966.0970.3973.4973.3972.0 970.8 969.4 966.0 961.0 956.0951.0946.9944.8940.3962.4964.1968.1972.29 7 2 . 6 971.4 970.1 968.1 963.5 958.5 953.5948.6945.8943.3937.75+48.53 1+00 2+00 3+00 4+00 5+00 945.2 962. 8 961.2 957.0 952.5 947.9 945.2 962.3 959.3 954.8 950.2 946.1 943.93 LP 3+11.51 1+00 2+00 946.8 945.2 944.2 944.3944.7 945.31.1%1 .9 %2.6%1.0 %2.9% 1.8%1.6 %3.2%2.7 %1.5%1.8% 2.0 % 1 .5 % 2.1% 1 .9 % 960.52 LP 0+001+00 2+00 3+003+17.75 961.0 971.9967.8 962.8 960.8 970.3 965.3 960.7 302 602 601 701 702 STREET-A 1+80.89 STREET-B 0+00.00 EL 962.85 STREET-A 14+77.86 STREET-B 5+48.53 EL 945.21 STREET-A 14+77.86 STREET-C 0+00.00 EL 945.21 32' F-F 60' 3 5 ' 25'25'32' F-F60'60' 32' F-F 4 6 ' T O F60'32' F-F60'25'2 5 '25'2 5 '25'25' 3 5 '35'25'25'15'25'25' 25' 25'55'25' 15'15'25'15' 15'35'40'40'50'50'50' 50' 50'40'15'5'5' 7'7'7' 5'7'5'REMOVE 105 LF EX CURB REMOVE 105 LF EX CURB 8' 8' BIT. T R AI L G 962.0 G961.7G963.2G 959.2*G 960.9 G 958.3G 957.4 G 939.0 G 938.2*G 937.8G 935.8 G944.8 G 944.2G 944.1G944.5 G 944.5 G945.7G 945.8G 945.0 G 943.9 G 9 4 4 . 5 G944.0 G 944.3G 946.2G945.7 G 945.8 G 943.9G 962.4 5.0% 4.1%5.0%4.3%1.2% 5.0%2.0%5.9%4.6% 1.8% 1.0% 2.0% 2.0% 2.0% STREET "A" STREET "B" BONAIRE PATH E.BONAIRE PATH E. STREET "A"STREET "A" STREET "C" STREET "B" STREET "A" 2.7% 3.0% 3.3%3.6% 2.5% G962.1 HP STREET AC7.01 13FINAL STREET PLAN 18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman SCALE IN FEET 0 10050 N LEGEND: EASEMENT WATERMAIN SANITARY SEWER STORM SEWER CURB & GUTTER D S CONCRETE SIDEWALK NOTE: ASTERISK (*) ON SPOT ELEVATIONS DENOTES NON-TYPICAL ELEVATION S BITUMINOUS TRAIL SETBACK LINE REAR BLDG PAD LINE SURFACE SLOPE LABEL X.X GUTTER SPOT LABEL G 900.0 PROPOSED CONTOUR 944950 EXISTING CONTOUR CENTERLINE EMERGENCY OVERFLOW EOF STREET NOTES: 1.THE STREET IMPROVEMENTS FOR THIS PROJECT SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CITY OF ROSEMOUNT GENERAL SPECIFICATIONS FOR STREET AND UTILITY CONSTRUCTION (2015). 2.CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. 3.SAFETY NOTICE TO CONTRACTORS: IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONTRACTOR WILL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE DUTY OF THE ENGINEER OR THE DEVELOPER TO CONDUCT CONSTRUCTION REVIEW OF CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF CONTRACTOR'S SAFETY MEASURES IN, ON OR NEAR THE CONSTRUCTION SITE. CONTRACTOR SHALL INSTALL CONSTRUCTION ZONE SIGNAGE AS REQUIRED. 4.CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING TRAFFIC CONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, AND FLAGMEN TO CONTROL THE MOVEMENT OF TRAFFIC WHERE NECESSARY. TRAFFIC CONTROL DEVICES SHALL CONFORM TO APPROPRIATE MINNESOTA DEPARTMENT OF TRANSPORTATION STANDARDS. 5.EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTA). THE CONTRACTOR AND/OR SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES (UNDERGROUND AND OVERHEAD). 6.CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING AND SCHEDULING ALL REQUIRED STREET INSPECTION WITH THE CITY OF ROSEMOUNT AND/OR ITS CONSULTANTS WITH A 48-HOUR NOTICE. 7.PRIOR TO PLACEMENT OF THE AGGREGATE BASE, A TEST ROLL SHALL BE PERFORMED ON THE STREET AREA SUBGRADE. CONTRACTOR SHALL PROVIDE A LOADED TANDEM AXLE TRUCK WITH A GROSS WEIGHT OF 25 TONS. THE TEST ROLLING SHALL BE AT THE DIRECTION OF THE GEOTECHNICAL ENGINEER AND SHALL BE COMPLETED IN AREAS AS DIRECTED BY THE GEOTECHNICAL ENGINEER. CORRECTION OF THE SUBGRADE SOILS SHALL BE COMPLETED IN ACCORDANCE WITH THE REQUIREMENTS OF THE GEOTECHNICAL ENGINEER. 8.REPLACE ALL SUBGRADE SOIL DISTURBED DURING THE CONSTRUCTION THAT HAVE BECOME UNSUITABLE AND WILL NOT PASS A TEST ROLL. REMOVE UNSUITABLE SOIL FROM THE SITE AND IMPORT SUITABLE SOIL AT NO ADDITIONAL COST TO THE OWNER. 9.ALL CURB SPOT ELEVATIONS ARE TO GUTTER UNLESS OTHERWISE NOTED. 10.INSTALL B618 CURB & GUTTER AT ALL INTERSECTION RADII AND CATCH BASIN LOCATIONS. TRANSITION TO MOUNTABLE AS SHOWN IN CITY OF ROSEMOUNT DETAILS. 11.ALL CASTINGS (MANHOLES AND VALVE BOXES) MUST BE ADJUSTED TO 0.1' BELOW THE FINISHED ASPHALT BASE COURSE ELEVATION BEFORE PAVING OF THE ASPHALT BASE. 12.ANY EROSION CONTROL DAMAGED BY CONSTRUCTION SHALL BE PREPARED AS INCIDENTAL TO CONSTRUCTION. UNION PACIFIC RAILROADX X((963.1)) BF 956.5 FB TF 964.8 GF 964.5 X X((963.6)) BF 957.0 FB TF 965.3 GF 965.0 X X((964.9)) BF 958.3 FB TF 966.6 GF 966.3 X X((966.6)) BF 960.0 FB TF 968.3 GF 968.0 GF 970.7 LO LO 965.7 ((964.3))X X TF 971.0 BF 962.7 GF 974.2 WO BF 966.2 ((964.8))X X TF 974.5 GF 974.8 WO BF 966.8 ((965.4))X X TF 975.1 GF 975.2 WO BF 967.2 ((965.8))X X TF 975.5 GF 974.6 WO BF 966.6 ((965.2) )X X TF 974.9 GF 97 4. 1 WO BF 96 6. 1 ((964. 7 ) ) X X TF 97 4. 4 GF 97 3. 7 WO/SL O BF 96 5. 7 ((964. 3 ) ) X X TF 97 4. 0GF 971.0WOBF 963.0((961.6))X XTF 971.3GF 969.8WOBF 961.8((960.4))X XTF 970.1GF 957.8LO¹LO 953.8((952.4))X XTF 959.1BF 950.8GF 960.3LO¹LO 956.3((954.9))X XTF 961.6BF 953.3GF 967.9 WO BF 959.9 ((958.5)) X X TF 968.2 GF 969.7 WO BF 961.7 ((960.3)) X X TF 970.0 GF 972.3 WO BF 964.3 ((962.9)) X X TF 972.6 GF 974.3 WO BF 966.3 ((964.9)) X X TF 974.6 GF 974.8 WO BF 966.8 ((965.4)) X X TF 975.1 GF 974.8 LO LO 969.8 ((968.4)) X X TF 975.1 BF 966.8GF 963.6LO¹LO 959.6((958.2))X XTF 964.9BF 956.6GF 960.7LO¹LO 956.7((955.3))X XTF 962.0BF 953.7GF 958.3LO¹LO 954.3((952.9))X XTF 959.6BF 951.36.5% 4.9% 6.0%6.7%5.3%6.6%5.6%7.7%6.8%3.6%3.1%3.5%3.6%3.0%3.1%3.7%4.3%4.1%4.6%6.6%4.0% 4.5% 4.3% 3.9%11245678910111654321181787123223OUTLOT AOUTLOT BSTREET BSTRE115 109 110 108 204 203 202 107123201 122 13 12 11 2 1 3 7 4 973.75 HP 958.89 LP 0+00 1+00 2+0 0 3+00 4+00 5+00 6+00 7+008+009+00959.6 960.7 963. 1 966.0 970.3 973.4 973.3 972.0970.8969.4 96 2 . 4 964.1 968.1 972.2 972.6971.4970.11+002+00962.8961.2957.0962.3959.31 .1 %2.7% 1 . 5 %1.8%960.52LP0+00 1+002+003+003+17.75971.9 967.8962.8960.8970.3965.3960.7701702 STREET-A 1+80.89 STREET-B 0+00.00 EL 962.85 32' F-F60'35'25' 25' 25'25'25'55'25'15'3 5 ' 40' 50'50'50'40' 15'5'7'REMOVE 105 LF EX CURB8'8' BIT. TRAILG962.0G961 . 7 G96 3 . 2G959.2*G960.9G958.3G957.4G962.45.0%4.1%5.0% 4.3%1.2%4.6%STREET "A"STREET "B"BONAIRE PATH E.STREET "A"2.7%3.0%3.3%G962.1HPS T R E E T A STREET-A -0+50.00 TO 18+00.00 -2.38%-1.00%5.00% 1.50% 4.25% -1.25% -5.00% -2.00%PVI STA = 0+00.00PVI ELEV = 959.64PVI STA = 0+20.02PVI ELEV = 959.16PVI STA:0+60.00 PVI ELEV:958.76 K:5.00 LVC:30.00 BVCS: 0+45.00BVCE: 958.91EVCS: 0+75.00EVCE: 959.51LP STA:0+50 LP ELEV:958.89 PVI STA:2+50.00 PVI ELEV:963.89 K:26.18 LVC:72.00 BVCS: 2+14.00BVCE: 963.35EVCS: 2+86.00EVCE: 965.42LP STA:2+14 LP ELEV:963.35 PVI STA:13+75.00 PVI ELEV:947.27 K:36.00 LVC:108.00 BVCS: 13+21.00BVCE: 949.97EVCS: 14+29.00EVCE: 946.19LP STA:14+29 LP ELEV:946.19 PVI STA:1+25.00 PVI ELEV:962.01 K:21.43 LVC:75.00 BVCS: 0+87.50BVCE: 960.14EVCS: 1+62.50EVCE: 962.58HP STA:1+62.50 HP ELEV:962.58 PVI STA:5+00.00 PVI ELEV:974.51 K:28.64 LVC:157.50 BVCS: 4+21.25BVCE: 971.17EVCS: 5+78.75EVCE: 973.53HP STA:5+42.95 HP ELEV:973.75 PVI STA:9+40.18 PVI ELEV:969.01 K:36.00 LVC:135.00 BVCS: 8+72.68BVCE: 969.86EVCS: 10+07.68EVCE: 965.64HP STA:8+72.68 HP ELEV:969.86 BVCS: 15+12.500+00959.6959.640+50961.3958.891+00961.4960.731+50961.5962.352+00961.7963.142+50961.5964.143+00961.8966.013+50962.0968.144+00961.9970.264+50962.2972.245+00962.5973.435+50962.3973.746+00961.9973.266+50961.9972.647+00962.0972.017+50962.3971.398+00962.3970.768+50962.5970.149+00962.7969.419+50962.1968.0610+00961.3966.0110+50959.8963.5211+00958.8961.0211+50958.8958.5212+00958.1956.0212+50957.2953.5213+00956.1951.0213+50955.7948.6414+00956.9946.8914+50955.9945.7715+00951.9944.77CL/CL (STREET A/STREET B/STREET C) STA:14+77.86 ELEV:945.21 CL/CL (STREET A/STREET B) STA:1+80.89 ELEV:962.85 GF 971 . 0 WO BF 963 . 0 ((961. 6 ) ) X X TF 971 . 3 GF 969 . 8 WO BF 961 . 8 ((960. 4 ) ) X X TF 970 . 1 GF 968 . 2 WO BF 960 . 2 ((958. 8 ) ) X X TF 968 . 5 GF 965. 5 WO BF 957. 5 ((956.1 ) ) X X TF 965. 8 GF 962. 5 WO/SLO BF 954. 5 ((953.1 ) ) X X TF 962. 8 X X((948.9))BF 942.3FB¹TF 950.6GF 949.3X X((949.4))BF 942.8FBTF 951.1GF 950.8GF 953.6 LO¹ LO 949.6 ((948.2))X X TF 954.9 BF 946.6 GF 955.5 LO¹ LO 951.5 ((950.1))X X TF 956.8 BF 948.5 GF 957.8 LO¹ LO 953.8 ((952.4))X X TF 959.1 BF 950.8 GF 960.3 LO¹ LO 956.3 ((954.9))X X TF 961.6 BF 953.3 GF 956.2LOLO 951.2((949.8))X XTF 956.5BF 948.2GF 967.9WOBF 959.9((958.5))X XTF 968.2GF 969.7WOBF 961.7((960.3))X XTF 970.0GF 972.3WOBF 964.3((962.9))X XTF 972.6GF 974.3WOBF 966.3((964.9))X XTF 974.6GF 974.8WOBF 966.8((965.4))X XTF 975.1GF 974.8LOLO 969.8((968.4))X XTF 975.1BF 966.8GF 963.6 LO¹ TF 964.9 GF 960.7 LO¹ TF 962.0 GF 958.3 LO¹ LO 954.3 TF 959.6 GF 955.5 LO¹ TF 956.8 GF 952.9 LO¹ TF 954.2 GF 950.3 LO¹ TF 951.6 GF 948.4 LO¹ TF 949.7 GF 946.5 WO TF 946.8 GF 946.2 WO TF 946.5 GF 946.2 WO TF 946.5 X X((946.5))BF 939.9FBTF 948.2GF 947.9GF 951.0LOLO 946.0((944.6))X XTF 951.3BF 943.0GF 953.4WO¹BF 946.4((945.0))X XTF 954.76.5%4.9%6.0%5.6%6.2%6.4%6.8%3.7% 4.3% 6.6%4.0%4.5%5.0%7.5%8.9% 6.7% 6. 0 %4.1%5.7%4.3%3.9%5.7%7.2%3.6% 7.3% 5.5%4.8%6 5 4 3 2 1 18 17 16 15 14 13 12 11 10987 11 12 13 2 2 2 4 S T R E E T B T R E E T A S T R E E T C 115 109 108 118 114 107 123 122 113 121 106 120 112 117 104 119 105 103 111 10 4 9 8 5 9+00 10+00 11+00 12+0013+0014+0015+00969.4 966.0 961.0 956.0951.0946.9944.8968.1 963.5 958.5 953.5948.6945.8943.35+48.53 1+00 2+00 3+00 4+00 5+00 945.2 961.2 957.0 952.5 947.9 945.2 962.3 959.3 954.8 950.2 946.1 943.93 LP 1+00 945.2 944.2944.71.1%1 .9 %2.6%1.0 %2.9% 1.8%STREET-A 14+77.86 STREET-B 5+48.53 EL 945.21 STREET-A 14+77.86 STREET-C 0+00.00 EL 945.21 25'25'32' F-F60'32' F-F60'25'2 5 '25'2 5 '25'25'15'25'25' 25' 15'15'25'50'15'5'7'7'5'G 962.0 G961.7G944.8 G 944.2G 944.1G944.5 G 944.5 G945.7G 945.8G 945.0 G 943.9G 962.4 5.0%2.0%4.6% 1.8% 1.0% STREET "A" STREET "B" STREET "C" STREET "B" STREET "A" G962.1 HP C7.02 14FINAL STREET PLAN 18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. HermanN930 940 950 960 970 920 930 940 950 960 970 980 990 920 980 990 STREET A SCALE IN FEET 0 10050 N SCALE IN FEET 0 10050 BONAIRE PATH E.X X((963.1))BF 956.5FBTF 964.8GF 964.5X X((963.6))BF 957.0FBTF 965.3GF 965.0BF 958.3FBTF 966.6GF 966.3FBTF 968.3GF 968.0GF 970.7LOLO 965.7TF 971.0GF 974.2WOBF 966.2TF 974.5((961. 6 ) ) X X BF 961 . 8 ((960. 4 ) ) X X WO BF 960 . 2 ((958.8 ) ) X X TF 968 . 5 GF 965. 5 WO BF 957. 5 ((956.1 ) ) X X TF 965. 8 GF 962. 5 WO/SLO BF 954. 5 ((953.1 ) ) X X TF 962. 8 X X((948.9))BF 942.3FB¹TF 950.6GF 949.3X X((949.4))BF 942.8FBTF 951.1GF 950.8GF 953.6 LO¹ LO 949.6 ((948.2))X X TF 954.9 BF 946.6 GF 955.5 LO¹ LO 951.5 ((950.1))X X TF 956.8 BF 948.5 GF 957.8 LO¹ LO 953.8 ((952.4))X X TF 959.1 BF 950.8 GF 960.3 LO¹ LO 956.3 ((954.9))X X TF 961.6 BF 953.3 GF 956.2LOLO 951.2((949.8))X XTF 956.5BF 948.2GF 967.9WOBF 959.9((958.5))X XTF 968.2GF 969.7WOBF 961.7((960.3))X XTF 970.0GF 972.3WOBF 964.3((962.9))X XTF 972.6GF 974.3WOBF 966.3((964.9))X XTF 974.6GF 963.6 LO¹ LO 959.6 ((958.2)) X X TF 964.9 BF 956.6 GF 960.7 LO¹ LO 956.7 ((955.3)) X X TF 962.0 BF 953.7 GF 958.3 LO¹ LO 954.3 ((952.9)) X X TF 959.6 BF 951.3 GF 955.5 LO¹ LO 951.5 ((950.1)) X X TF 956.8 BF 948.5 GF 952.9 LO¹ LO 948.9 ((947.5)) X X TF 954.2 BF 945.9 GF 950.3 LO¹ LO 946.3 ((944.9)) X X TF 951.6 BF 943.3 GF 948.4 LO¹ LO 944.4 ((943.0)) X X TF 949.7 BF 941.4 GF 946.5 WO BF 938.5 ((937.1)) X X TF 946.8 GF 946.2 WO BF 938.2 ((936.8)) X X TF 946.5 GF 946.2 WO BF 938.2 ((936.8)) X X TF 946.5 GF 946.5 WO/SLO BF 938.5 (937.8) X X TF 946.8 50' PAD G F 9 4 7 . 5 W O BF 9 3 9 . 5 ((9 3 8 . 1 ) ) X X TF 9 4 7 . 8 GF 948 .0WOBF 940 .0 ( (938 .6 ) )X XTF 948 .3GF 948.0WOBF 940.0((938.6))X XTF 948.3GF 9 4 7. 7 LO LO 9 4 2. 7 (942. 0) X X TF 9 4 8. 0 BF 9 3 9. 7 50' P A D GF 947.4 LO¹ LO 943.4 (942.7) X X TF 948.7 BF 940.4 50' PAD GF 947.3 LO¹ LO 943.3 ((941.9))X X TF 948.6 BF 940.3X X((946.5))BF 939.9FBTF 948.2GF 947.9GF 951.0LOLO 946.0((944.6))X XTF 951.3BF 943.0GF 953.4WO¹BF 946.4((945.0))X XTF 954.76.5%4.9%6.0%5.6%6.2%6.4%6.8%6.7% 5.3% 6.6% 5.6% 7.7% 6.8% 4.3% 4.1% 4.6% 6.6%4.0%4.5%5.0%7.5%8.9% 6.7% 6. 0 %4.1%5.7%7.2%6.4%3.9%5.5%5.0% 4.5% 4 .1%5.2%5.6%3.6% 7.3% 5.5% 11 6 5 4 3 18 17 16 15 14 13 12 11 10987 1 2 3 4 5 6 7 1 2 3 4 5 6 7 8 910 11 12 13 2 2 2 3 4 4 4 S T R E E T B S T R E E T C 109 110 108 204 203 202 114 107 123 201 122 113 121 106 120 102 112 117 104 119 105 103 111 403 502 305 CB-1 304 402 303 13 2 3 7 4 8 6 5958.89LP937.40LP0+001+002+003+004+0012+0013+0014+0015+0016+0016+95.03937.7959.6960.7963.1966.0970.3956.0951.0946.9944.8940.3962.4964.1968.1972.2953.5948.6945.8943.3937.75+48.53 1+00 2+00 3+00 4+00 5+00 945.2 962. 8 961.2 957.0 952.5 947.9 945.2 962.3 959.3 954.8 950.2 946.1 943.93 LP 3+11.51 1+00 2+00 946.8 945.2 944.2 944.3944.7 945.31.1%1 .9 %2.6%1.0 %2.9%1.8 %1.6 %3.2%2.7 %1.5%1.8 % 2.0 % 1 .5 % 2.1% 1 .9% 302 STREET-A 1+80.89 STREET-B 0+00.00 EL 962.85 STREET-A 14+77.86 STREET-B 5+48.53 EL 945.21 STREET-A 14+77.86 STREET-C 0+00.00 EL 945.21 32' F-F 60' 3 5 ' 25'25'32' F-F60'60' 32' F-F 4 6 ' T O F 60'25'2 5 '25'2 5 '25'25' 3 5 '35'25'25'15'25' 25'55'25' 15'15'25'15' 15'35'40'40'50'50'40'15'5'5' 7'7'7' 5' REMOVE 105 LF EX CURB REMOVE 105 LF EX CURB G 962.0 G961.7G963.2G 959.2*G 960.9 G 958.3G 957.4 G939.0 G 938.2*G 937.8G 935.8 G 944.8 G 944.2G 944.1G 944.5 G 944.5 G945.7G 945.8G 945.0 G 943.9 G 9 4 4 . 5 G944.0 G 944.3G 946.2G945.7 G 945.8 G 943.9G 962.45.0%4.3%2.0%5.9%4.6% 1.8% 1.0% 2.0% 2.0% 2.0% STREET "A" STREET "B" BONAIRE PATH E.BONAIRE PATH E. STREET "A"STREET "A" STREET "C" STREET "B" STREET "A" 2.7% 3.0% 3.3%3.6% 2.5% G962.1 HP STREET A-2.00% -7.00 % 2.01%PVI STA = 16+95.03PVI ELEV = 937.68PVI STA:16+50.00 PVI ELEV:936.77 K:8.87 LVC:80.00 BVCS: 16+10.00BVCE: 939.57EVCS: 16+90.00EVCE: 937.58LP STA:16+72.12 LP ELEV:937.40 PVI STA:15+50.00 PVI ELEV:943.77 K:15.00 LVC:75.00 BVCS: 15+12.50BVCE: 944.52EVCS: 15+87.50EVCE: 941.15HP STA:15+12.50 HP ELEV:944.52 14+50 15+00951.9944.7715+50948.6943.3016+00943.5940.2716+50936.9937.6717+00 CL/CL (STREET A/STREET B/STREET C) STA:14+77.86 ELEV:945.21 STREET-B -0+50.00 TO 6+00.00 -1.07% -4.56% -1.00%1.95%PVI STA = 0+00.00PVI ELEV = 962.85PVI STA = 5+30.00PVI ELEV = 944.85PVI STA = 5+48.53PVI ELEV = 945.21PVI STA:4+50.00 PVI ELEV:945.65 K:30.00 LVC:106.80 BVCS: 3+96.60BVCE: 948.08EVCS: 5+03.40EVCE: 945.11LP STA:5+03.40 LP ELEV:945.11 PVI STA:0+95.00 PVI ELEV:961.84 K:30.00 LVC:104.80 BVCS: 0+42.60BVCE: 962.40EVCS: 1+47.40EVCE: 959.45HP STA:0+42.60 HP ELEV:962.40 0+00961.6962.850+50961.2962.311+00960.9961.231+50960.6959.332+00960.3957.052+50960.1954.773+00959.9952.493+50959.9950.214+00959.6947.934+50959.0946.125+00957.7945.155+50 STREET-C -0+50.00 TO 4+00.00 -1.00% 2.00%22.86%2.00%2.02%PVI STA = 0+00.00PVI ELEV = 945.21PVI STA = 2+51.51PVI ELEV = 945.33PVI STA = 2+97.05PVI ELEV = 946.25PVI STA = 3+11.51PVI ELEV = 946.84PVI STA:1+63.62 PVI ELEV:943.57 K:36.00 LVC:108.00 BVCS: 1+09.62BVCE: 944.11EVCS: 2+17.62EVCE: 944.65LP STA:1+45.62 LP ELEV:943.93 0+00953.6945.210+50949.2944.711+00944.9944.211+50942.1943.942+00940.0944.342+50939.1945.303+00938.4946.61UNION P A CI FI C R AI L R O A DGF 974 .1WOBF 966 .1((964.7))X XTF 974 .4GF 973 .7WO/SLOBF 965 .7 ((964 .3) )X XTF 974 .0 3.6% 3.0% 1 1 2 11 7+00 972.0 9 7 2 . 6 971.4 960.52 LP 0+001+00 2+00 3+003+17.75 961.0 971.9967.8 962.8 960.8 970.3 965.3 960.7 701 702 50'8' 8' BIT. T R AI L 5.0% 4.1% 1.2% 0+00.00 TO 3+50.00 0+50961.7970.291+00961.2967.791+50960.2965.292+00958.2962.792+50957.7960.733+00957.3960.782.00% 1.07% -5.00%PVI STA = 0+00.00PVI ELEV = 971.88PVI STA = 3+17.75PVI ELEV = 960.97PVI STA:2+50.83 PVI ELEV:960.25 K:10.00 LVC:60.73 BVCS: 2+20.47BVCE: 961.77EVCS: 2+81.20EVCE: 960.58LP STA:2+70.47 LP ELEV:960.52 C7.03 15FINAL STREET PLAN 18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman 930 940 950 960 970 920 930 940 950 960 970 980 990 920 980 990 STREET A N SCALE IN FEET 0 10050 STREET B STREET C 930 940 950 960 970 920 930 940 950 960 970 980 990 920 980 990 TRAIL StandardPlate Library forthe Cityof Rosemount StandardPlate Library forthe Cityof Rosemount StandardPlate Library forthe Cityof Rosemount StandardPlate Library forthe Cityof Rosemount C8.01 16CONSTRUCTION DETAILS18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman N SCALE IN FEET 0 10050 Standard Plate Library for the City of Rosemount StandardPlate Library forthe Cityof Rosemount StandardPlate Library forthe Cityof Rosemount 3:1 MA X . 2.0% 8'-0" FINISHED GRADE EXTEND CL. 7 - 6" PAST EDGE OF BIT MAT 6" MNDOT CLASS 7 RECYCLE (100% CRUSHED) 3" MNDOT BIT WEAR COURSE (TYPE SPWE240B) 16' TO FACE 17' TO BACK13'13' 30'30'PROPERTY LINEPROPERTY LINE1/4" PER FT.2.0% SEE DETAIL FOR STREET SECTION 1' 5' CONCRETE SIDEWALK SURMOUNTABLE CONC. CURB & GUTTER (MODIFIED "S" DESIGN) STREET CENTERLINE FINISHED GRADE 2" BITUMINOUS WEAR COURSE (MN/DOT TYPE SP 12.5 (2,C) (SPWEB24OC)) 2" BITUMINOUS NON-WEAR COURSE (MN/DOT TYPE SP 12.5 (2,C) (SPNWB23OC)) 6" CLASS 7 -100% CRUSHED RECYCLE 12" SELECT GRANULAR MATERIAL, MN/DOT 3149.2B (IF REQUIRED BY CITY ENGINEER OR GEOTECHNICAL ENGINEER) APPROVED SUBGRADE, MNDOT 2112 BITUMINOUS TACK COAT (MNDOT 2357) TYPICAL STREET SECTION TYPICAL TRAIL SECTION 2.0% 5'-0" FINISHED GRADE EXTEND CL. 7 - 6" PAST EDGE OF BIT MAT 4" MNDOT CLASS 7 RECYCLE (100% CRUSHED) 6" CONCRETE MNDOT 2461.2 (MIX 3F52) TYPICAL SIDEWALK SECTION C8.02 17CONSTRUCTION DETAILS18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman N SCALE IN FEET 0 10050 AKRON AVE. (CO. RD. NO. 73)UNION P A CI FI C R AI L R O A D BONAIRE PATH E. UNION P A CI FI C R AI L R O A D BONAIRE PATH E. 10:1 BENCH 10:1 BENCHLOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD SFSFSFSFSFSFSFSFSFSFS F SF SFSF SFSFSFSFSFSFSFSFSFSFSFSFSF SFSFSFSFSFSFSFSFSFSFSFSFSF SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFS F S F SF SFSF SF SF SF SF SF SF SF SF SF SF SF SF SF SF S F 1 1 2 4 5 6 7 8 9 10 11 1 6 5 4 3 2 1 18 17 16 15 14 13 12 11 10987 1 2 3 4 5 6 7 1 2 3 4 5 6 7 8 910 11 12 13 2 2 2 3 3 4 4 4OUTLOT AOUTLO T B OUTLOT C OUTLOT D FUTURE CITY WELL (0.44 AC) POND 1 NWL:931.5 HWL:936.5 S T R E E T B S T R E E T A S T R E E T C NWL NWL HWL HWL #4 #5 #6 #7 #8 #9 #10 #12 #13 #14 #15 #16 #17#18 #19 #20 #21 #22 #23 #24 #25 #26 #27 #1 #2 #3 #11 #28 #29 #30 #31 #32 #33#34 #35 #36 #37#38#39 #40 #41 #42 #43 #44 #45 #46 #47 #48 #49 #50 #51 #52 #53 #54 #55 #56 #57#58 #59 #60 #61 #62 #63 #64 #65 #66 #67 #68 #69 #70 #71 #72 #73 #74 #75 #76 #77 #78 #4901 #4902 LEGEND: STORM SEWER CURB & GUTTER D PROPOSED CONTOUR EXISTING CONTOUR CENTERLINE 950 944 SAVED TREE SILT FENCE SF LIMITS OF DISTURBANCE LOD REMOVED TREE OFFSITE TREE L0.01 18TREE INVENTORY AND PRESERVATION PLAN18219 70th Pl N, Maple Grove MN 55311 763.360.1307 | nate@aterraland.com A3A5+:ER=0*E:TERRAREVISIONS Date DescriptionRev.By PLAN DATE: SHEET REV.PAGE # CHECKED: DRAWN: PROJECT #: 02/23/2022 ROSEMOUNT, MN BRAY HILL NRH DS - 2022-001 BUILDERS LOT GROUP, LLC NOT FOR CONSTRUCTION LICENSE NO:DATE: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. XX/XX/202247982 Nathan R. Herman N SCALE IN FEET 0 12060 TREE REPLACEMENT FORMULA: LEGAL DESCRIPTION:The following Legal Description is as shown on the Assure Title,LLC as agent for Alliant National Title Insurance Company TitleCommitment No. 7732-1-1 GREYSTONE, dated November 30th,2021.Lot 1, Block 1, Greystone 5th Addition, Dakota County, MinnesotaTITLE NOTES:0NORTH50100The following survey related items appear on the Assure Title, LLCas agent for Alliant National Title Insurance Company TitleCommitment No. 7732-1-1 GREYSTONE, dated November 30th,2021.3.Easements for utility and drainage purposes, as shown on therecorded plat. (AS SHOWN ON THE SURVEY)4.Easements for right of way over the part of the property in question,as contained in Document Number 2600994. (AS SHOWN ON THESURVEY)5.Easements for Highway, utility and drainage purposes, over the partof the property in question, as contained in Document Number3302202. (AS SHOWN ON THE SURVEY)6.Easement in favor of Northern States Power Company, as containedin Book 51 of Miscellaneous, page 90.LEGEND:UNDERGROUND ELECTRICUNDERGROUND CABLE TVUNDERGROUND FIBER OPTICUNDERGROUND TELEPHONEOVERHEAD UTILITYUNDERGROUND GASSANITARY SEWERSTORM SEWERWATERMAINFENCECURB [TYPICAL]CONCRETE SURFACEBITUMINOUS SURFACEFOUND MONUMENTSET 1/2" IRON PIPEMARKED RLS NO. 25718CABLE TV PEDESTALAIR CONDITIONERELECTRIC MANHOLEELECTRIC METERELECTRIC PEDESTALELECTRIC TRANSFORMERLIGHT POLEGUY WIREPOWER POLEGAS MANHOLEGAS METERTELEPHONE MANHOLETELEPHONE PEDESTALSANITARY CLEANOUTSANITARY MANHOLECATCH BASINSTORM DRAINFLARED END SECTIONSTORM MANHOLEFIRE DEPT. CONNECTIONHYDRANTCURB STOPWATER WELLWATER MANHOLEWATER METERPOST INDICATOR VALVEWATER VALVEBOLLARDFLAG POLEMAIL BOXTRAFFIC SIGNUNKNOWN MANHOLESOIL BORINGTRAFFIC SIGNALCONIFEROUS TREEDECIDUOUS TREENO WETLAND DELINEATION WAS PROVIDED THATWOULD SHOW POTENTIAL WETLANDS ON THISPARCEL.WETLAND NOTES:PRELIM INARY PID#34-31004-01-010BLG22003SURVBLG03EXISITINGCONDITIONSCOUNTY/CITY:REVISIONS:PROJECT LOCATION:LAND SURVEYING, INC.CORNERSTONESuite #2001970 Northwestern Ave.Stillwater, MN 55082Phone 651.275.8969dan@cssurvey.netDATEREVISIONPROJECT NO.FILE NAME1102BONAIRE PATH E.CITY OF ROSEMOUNTDAKOTACOUNTY1-14-22 PRELIMINARY ISSUEBRAYHILLCONTACT:Melvin MooreBuilders Lot Group, LLC9531 West 78th StreetSuite 135Eden Prairie, MN 55344952-314-7130BENCHMARKSELEVATIONS BASED ON BENCHMARKS SHOWN ON AS-BUILTCONSTRUCTION PLANS FROM WSB, DATED 10-30-2009.PROJECT BENCH MARKS SHOWN GRAPHICALLY.UNDERGROUND UTILITIES NOTES:THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELDSURVEY INFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MAKES NOGUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCHUTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYORFURTHER DOES NOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWNARE IN THE EXACT LOCATION INDICATED ALTHOUGH HE DOES CERTIFY THATTHEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM THE INFORMATIONAVAILABLE. THIS SURVEY HAS NOT PHYSICALLY LOCATED THE UNDERGROUNDUTILITIES. GOPHER STATE ONE CALL LOCATE TICKET NUMBER(S) 173480932.SOME MAPS WERE RECEIVED, WHILE OTHER UTILITIES DID NOT RESPOND TOTHE LOCATE REQUEST. ADDITIONAL UTILITIES OF WHICH WE ARE UNAWAREMAY EXIST.CALL BEFORE YOU DIG!TWIN CITY AREA:TOLL FREE:1-800-252-1166651-454-0002Gopher State One Call1.BEARINGS ARE BASED ON THE DAKOTA COUNTY COORDINATESYSTEM NAD 1983. BEARING ARE THE SAME AS SHOWN ON THERECORDED PLAT.2.UNDERGROUND UTILITIES SHOWN PER GOPHER ONE LOCATESAND AS-BUILTS PLANS PROVIDED BY THE CITY OF ROSEMOUNTPUBLIC WORKS DEPARTMENT.3.THERE MAY SOME UNDERGROUND UTILITIES, GAS, ELECTRIC, ETC.NOT SHOWN OR LOCATED.SURVEY NOTES:AREA:TOTAL AREA AS SHOWN = 762,257 SQ.FT.INCLUDING 14,340 SQ.FT. OF ROADWAY EASEMENT.THERE ARE 0 VISIBLE PARKING STALLS DESIGNATED ON THISPARCEL INCLUDING 0 HANDICAP STALLS.EXISTING PARKING:THIS PROPERTY LIES WITHIN ZONE X, AREAS DETERMINED TO BEOUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN AS SHOWN ONFEMA FLOOD INSURANCE RATE MAP NUMBER 27037C0115EHAVING AN EFFECTIVE DATE OF DECEMBER 2ND 2011.IMPRINTED PANEL.FLOOD INFORMATION:CERTIFICATION:To: Assure Title, LLC, Alliant National Title Insurance Company, BuildersLot Group, LLC:This is to certify that this map or plat and the survey on which it is basedwere made in accordance with the 2021 Minimum Standard DetailRequirements for ALTA/NSPS Land Title Surveys, jointly established andadopted by ALTA and NSPS, and includes Items 1, 2, 3, 4, 7, 8, 9, 11, 16,18, and 19 of Table A thereof. The field work was completed on December20th, 2017.CORNERSTONE LAND SURVEYING, INC.Dated: 12-20-17Revised: 1-14-18By :____________________________Daniel L. ThurmesMinnesota License No. 25718The Assure Title, LLC as agent for Alliant National Title InsuranceCompany Title Commitment No. 7732-1-1 GREYSTONE, dated November30th, 2021, as listed on this survey was relied upon for matters of record.Other easements may exist that were not shown in this commitment andare not shown on this survey.8. SUBSTANTIAL FEATURES OBSERVED IN THE PROCESS OF CONDUCTING THEFIELDWORK ARE SHOWN ON THE SURVEY.16. THERE IS NO OBSERVABLE EVIDENCE OF RECENT EARTH MOVING WORKAND BUILDING CONSTRUCTION ON THE SUBJECT PROPERTY.18. NO MARKERS OF WETLANDS DELINEATED BY A QUALIFIED SPECIALISTWERE OBSERVED IN THE PROCESS OF CONDUCTING THE FIELDWORK. EDGEOF WATER/ICE IS SHOWN ON SURVEY.19. PLOTTABLE OFFSITE EASEMENTS OR SERVITUDES ARE SHOWN ON THESURVEY.TABLE A NOTES:3456SHEET 1 OF 2 SHEETSSEE SHEET 2 OF 2 SHEETS 3333556662-8-22 PRE PLAT ISSUE 0NORTH50100LEGEND:UNDERGROUND ELECTRICUNDERGROUND CABLE TVUNDERGROUND FIBER OPTICUNDERGROUND TELEPHONEOVERHEAD UTILITYUNDERGROUND GASSANITARY SEWERSTORM SEWERWATERMAINFENCECURB [TYPICAL]CONCRETE SURFACEBITUMINOUS SURFACEFOUND MONUMENTSET 1/2" IRON PIPEMARKED RLS NO. 25718CABLE TV PEDESTALAIR CONDITIONERELECTRIC MANHOLEELECTRIC METERELECTRIC PEDESTALELECTRIC TRANSFORMERLIGHT POLEGUY WIREPOWER POLEGAS MANHOLEGAS METERTELEPHONE MANHOLETELEPHONE PEDESTALSANITARY CLEANOUTSANITARY MANHOLECATCH BASINSTORM DRAINFLARED END SECTIONSTORM MANHOLEFIRE DEPT. CONNECTIONHYDRANTCURB STOPWATER WELLWATER MANHOLEWATER METERPOST INDICATOR VALVEWATER VALVEBOLLARDFLAG POLEMAIL BOXTRAFFIC SIGNUNKNOWN MANHOLESOIL BORINGTRAFFIC SIGNALCONIFEROUS TREEDECIDUOUS TREEPID#34-31004-01-010BLG22003SURVBLG03EXISITINGCONDITIONSCOUNTY/CITY:REVISIONS:PROJECT LOCATION:LAND SURVEYING, INC.CORNERSTONESuite #2001970 Northwestern Ave.Stillwater, MN 55082Phone 651.275.8969dan@cssurvey.netDATEREVISIONPROJECT NO.FILE NAME1102BONAIRE PATH E.CITY OF ROSEMOUNTDAKOTACOUNTY1-14-22PRELIMINARY ISSUECERTIFICATION:I hereby certify that this plan was prepared byme, or under my direct supervision, and that I ama duly Licensed Land Surveyor under the laws ofthe state of Minnesota.Daniel L. Thurmes Registration Number: 25718Date:__________________1-3-22BRAYHILLCONTACT:Melvin MooreBuilders Lot Group, LLC9531 West 78th StreetSuite 135Eden Prairie, MN 55344952-314-7130CALL BEFORE YOU DIG!TWIN CITY AREA:TOLL FREE:1-800-252-1166651-454-0002Gopher State One CallSHEET 2 OF 2 SHEETS33354SEE SHEET 2 OF 2 SHEETS 2-8-22 PRE PLAT ISSUE OUTLOT D4OUTLOTC712345678910111213S89ƒ21 45:117.73ʽ 2ƒ30 17R 11540.00L 504.48ʽ 2ƒ39 13R 11419.00L 528.8649.53BONAIREPATH E.STREET CLE*AL DESCRIPTIONTKH IROORZLQJ LHJDO DHVFULSWLRQ LV DV VKRZQ RQ WKH AVVXUH TLWOHLLC DV DJHQW IRU AOOLDQW NDWLRQDO TLWOH IQVXUDQFH CRPSDQ\ TLWOHCRPPLWPHQW NR. 773211 *RE<STONE GDWHG NRYHPEHU 30WK2021.LRW 1 BORFN 1 *UH\VWRQH 5WK AGGLWLRQ DDNRWD CRXQW\ 0LQQHVRWDTITLE NOTES0NORTH50100TKH IROORZLQJ VXUYH\ UHODWHG LWHPV DSSHDU RQ WKH AVVXUH TLWOH LLCDV DJHQW IRU AOOLDQW NDWLRQDO TLWOH IQVXUDQFH CRPSDQ\ TLWOHCRPPLWPHQW NR. 773211 *RE<STONE GDWHG NRYHPEHU 30WK2021.3.EDVHPHQWV IRU XWLOLW\ DQG GUDLQDJH SXUSRVHV DV VKRZQ RQ WKHUHFRUGHG SODW. AS SHO:N ON THE SUR9E< 4.EDVHPHQWV IRU ULJKW RI ZD\ RYHU WKH SDUW RI WKH SURSHUW\ LQ TXHVWLRQDV FRQWDLQHG LQ DRFXPHQW NXPEHU 2600994. AS SHO:N ON THESUR9E< 5.EDVHPHQWV IRU HLJKZD\ XWLOLW\ DQG GUDLQDJH SXUSRVHV RYHU WKH SDUWRI WKH SURSHUW\ LQ TXHVWLRQ DV FRQWDLQHG LQ DRFXPHQW NXPEHU3302202. AS SHO:N ON THE SUR9E< 6.EDVHPHQW LQ IDYRU RI NRUWKHUQ SWDWHV PRZHU CRPSDQ\ DV FRQWDLQHGLQ BRRN 51 RI 0LVFHOODQHRXV SDJH 90.LE*ENDUNDER*ROUND ELECTRICUNDER*ROUND CABLE T9UNDER*ROUND )IBER OPTICUNDER*ROUND TELEPHONEO9ERHEAD UTILIT<UNDER*ROUND *ASSANITAR< SE:ERSTOR0 SE:ER:ATER0AIN)ENCECURB >T<PICAL@CONCRETE SUR)ACEBITU0INOUS SUR)ACE)OUND 0ONU0ENTSET 12 IRON PIPE0AR.ED RLS NO. 25718CABLE T9 PEDESTALAIR CONDITIONERELECTRIC 0ANHOLEELECTRIC 0ETERELECTRIC PEDESTALELECTRIC TRANS)OR0ERLI*HT POLE*U< :IREPO:ER POLE*AS 0ANHOLE*AS 0ETERTELEPHONE 0ANHOLETELEPHONE PEDESTALSANITAR< CLEANOUTSANITAR< 0ANHOLECATCH BASINSTOR0 DRAIN)LARED END SECTIONSTOR0 0ANHOLE)IRE DEPT. CONNECTIONH<DRANTCURB STOP:ATER :ELL:ATER 0ANHOLE:ATER 0ETERPOST INDICATOR 9AL9E:ATER 9AL9EBOLLARD)LA* POLE0AIL BO;TRA))IC SI*NUN.NO:N 0ANHOLESOIL BORIN*TRA))IC SI*NALCONI)EROUS TREEDECIDUOUS TREENO :ETLAND DELINEATION :AS PRO9IDED THAT:OULD SHO: POTENTIAL :ETLANDS ON THISPARCEL.:ETLAND NOTESPID343100401010BL*22003SUR9BL*03PRELI0INAR<PLATCOUNT<CIT<RE9ISIONSPRO-ECT LOCATIONLAND SUR9E<IN* INC.CORNERSTONESXLWH 2001970 NRUWKZHVWHUQ AYH.SWLOOZDWHU 0N 55082PKRQH 651.275.8969GDQ#FVVXUYH\.QHWDATERE9ISIONPRO-ECT NO.)ILE NA0E1102BONAIRE PATH E.CIT< O) ROSE0OUNTDA.OTACOUNT<2822 PRE PLAT ISSUEBRA<HILLCONTACT0HOYLQ 0RRUHBXLOGHUV LRW *URXS LLC9531 :HVW 78WK SWUHHWSXLWH 135EGHQ PUDLULH 0N 553449523147130BENCH0AR.SELE9ATIONS BASED ON BENCH0AR.S SHO:N ON ASBUILTCONSTRUCTION PLANS )RO0 :SB DATED 10302009.PRO-ECT BENCH 0AR.S SHO:N *RAPHICALL<.UNDER*ROUND UTILITIES NOTESTHE UNDER*ROUND UTILITIES SHO:N HA9E BEEN LOCATED )RO0 )IELDSUR9E< IN)OR0ATION AND E;ISTIN* DRA:IN*S. THE SUR9E<OR 0A.ES NO*UARANTEE THAT THE UNDER*ROUND UTILITIES SHO:N CO0PRISE ALL SUCHUTILITIES IN THE AREA EITHER IN SER9ICE OR ABANDONED. THE SUR9E<OR)URTHER DOES NOT :ARRANT THAT THE UNDER*ROUND UTILITIES SHO:NARE IN THE E;ACT LOCATION INDICATED ALTHOU*H HE DOES CERTI)< THATTHE< ARE LOCATED AS ACCURATEL< AS POSSIBLE )RO0 THE IN)OR0ATIONA9AILABLE. THIS SUR9E< HAS NOT PH<SICALL< LOCATED THE UNDER*ROUNDUTILITIES. *OPHER STATE ONE CALL LOCATE TIC.ET NU0BER S 173480932.SO0E 0APS :ERE RECEI9ED :HILE OTHER UTILITIES DID NOT RESPOND TOTHE LOCATE RE4UEST. ADDITIONAL UTILITIES O) :HICH :E ARE UNA:ARE0A< E;IST.CALL BE)ORE <OU DI*T:IN CIT< AREATOLL )REE180025211666514540002*RSKHU SWDWH OQH CDOO1.BEARIN*S ARE BASED ON THE DA.OTA COUNT< COORDINATE S<STE0NAD 1983. BEARIN* ARE THE SA0E AS SHO:N ON THE RECORDED PLAT.2.UNDER*ROUND UTILITIES SHO:N PER *OPHER ONE LOCATES ANDASBUILTS PLANS PRO9IDED B< THE CIT< O) ROSE0OUNT PUBLIC :OR.SDEPART0ENT.3.THERE 0A< SO0E UNDER*ROUND UTILITIES *AS ELECTRIC ETC. NOTSHO:N OR LOCATED.SUR9E< NOTESAREATOTAL AREA AS SHO:N 762257 S4.)T.INCLUDIN* 14340 S4.)T. O) ROAD:A< EASE0ENT.THIS PROPERT< LIES :ITHIN =ONE ; AREAS DETER0INED TO BEOUTSIDE THE 0.2 ANNUAL CHANCE )LOODPLAIN AS SHO:N ON)E0A )LOOD INSURANCE RATE 0AP NU0BER 27037C0115EHA9IN* AN E))ECTI9E DATE O) DECE0BER 2ND 2011.I0PRINTED PANEL.)LOOD IN)OR0ATIONSHEET 1 O) 2 SHEETSSEE SHEET 2 O) 2 SHEETS PRELI0INAR< PLATCERTI)ICATIONI KHUHE\ FHUWLI\ WKDW WKLV SODQ ZDV SUHSDUHG E\PH RU XQGHU P\ GLUHFW VXSHUYLVLRQ DQG WKDW I DPD GXO\ LLFHQVHG LDQG SXUYH\RU XQGHU WKH ODZV RIWKH VWDWH RI 0LQQHVRWD.DDQLHO L. TKXUPHV RHJLVWUDWLRQ NXPEHU 25718DDWHBBBBBBBBBBBBBBBBBB12921PROPOSED PUD BUILDIN* SETBAC.S)RONT 25 )EETCORNER LOT )RO0 STREET 15 )EETSIDE *ARA*E 5 )EETSIDE HOUSE 7 )EETREAR 30 )EETA.RON 50 )EETBONAIRE PATH E. 30 )EETAREAAREABLOCK 1BLOCK 4LOT 18,408LOT 110,908LOT 28,669LOT 27,724LOT 38,931LOT 37,802LOT 48,127LOT 47,598LOT 58,390LOT 510,680LOT 611,380LOT 611,782LOT 712,729LOT 712,028LOT 88,556LOT 88,858LOT 98,560LOT 97,554LOT 108,343LOT 109,378LOT 1113,396LOT 119,331LOT 127,949BLOCK 2LOT 1313,075LOT 19,746LOT 27,875LOT 37,649OUTLOTLOT 47,862A9,056LOT 58,026B47,404LOT 69,605C84,215LOT 78,032D19,120LOT 88,105LOT 97,698R/WLOT 107,577EXISTINGR/W14,340LOT 119,496PROPOSED147,338LOT 127,576TOTAL161,678LOT 139,192LOT 147,883LOT 157,444SQ. FT.ACRESLOT 167,930BLOCK 1105,4892.42LOT 178,431BLOCK 2149,9113.44LOT 189,784BLOCK 360,7171.39BLOCK 4124,6672.86BLOCK 3TOTAL BLOCKS440,78410.12LOT 19,796OUTLOTS A-D159,795LOT 28,377R-W161,678LOT 38,555TOTAL762,257LOT 48,338LOT 57,894LOT 67,779LOT 79,978PROPOSED EASE0ENT 9ACATIONSTHE )OLLO:IN* E;ISTIN* EASE0ENTS ARE TO BE 9ACATED.1.AOO WKRVH SDUWLFXODU GUDLQDJH DQG XWLOLW\ HDVHPHQWV HPEUDFHG ZLWKLQ LRW 1BORFN 1 DV GHGLFDWHG RQ WKH SODW RI *RE<STONE 5TH ADDITION DDNRWDCRXQW\ 0LQQHVRWD. 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NO. 25718.LAND SUR9E<IN* INC.CORNERSTONESHEET 3 O) 3 SHEETSINSET B BRAY HILL DEVELOPMENT Rosemount, Minnesota Stormwater Management Plan February 17, 2022 Project Number P15674-2022-001 www.ae2s.com Page i BRAY HILL DEVELOPMENT STORMWATER MANAGEMENT PLAN February 2022 Professional Certification I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota Name: Company: Advanced Engineering and Environmental Services, LLC. (AE2S) Date: February 17, 2022 Registration Number: 48701 Prepared By: Advanced Engineering and Environmental Services, LLC. (AE2S) Water Tower Place Business Center 6901 E Fish Lake Road, Suite 184 Maple Grove, MN 55369 Bray Hill Development Stormwater Management Plan Table of Contents February 2022 www.ae2s.com Page ii Table of Contents Section 1 Introduction and Background...............................................................................1 1.1 Project Background............................................................................................................................................1 1.2 Data Used..............................................................................................................................................................1 Section 2 Stormwater Management Requirements ............................................................2 2.1 City of Rosemount.............................................................................................................................................2 2.2 Vermillion River Watershed Joint Powers Board.....................................................................................3 2.3 Minnesota Pollution Control Agency..........................................................................................................3 Section 3 Methodology ..........................................................................................................4 3.1 Hydrology.............................................................................................................................................................4 3.2 Hydraulics............................................................................................................................................................4 Section 4 Analysis....................................................................................................................5 4.1 Existing Conditions............................................................................................................................................5 4.1.1 Site Topography.................................................................................................................................5 4.1.2 Soils........................................................................................................................................................5 4.1.3 Watershed and Land Use................................................................................................................5 4.2 Proposed Conditions.......................................................................................................................................5 4.2.1 Site Topography.................................................................................................................................5 4.2.2 Soils........................................................................................................................................................5 4.2.3 Basin Summary and Routing..........................................................................................................6 Section 5 Results......................................................................................................................7 5.1 Pond Design........................................................................................................................................................7 5.2 Basin High Water Levels..................................................................................................................................8 5.3 Rate Control........................................................................................................................................................8 List of Tables Table 3.1 Summary of NOAA Atlas 14 Rainfall Depths (inches)..........................................................4 Table 4.1 Existing Subcatchment Parameters.............................................................................................5 Table 4.2 Summary of Proposed CN Values................................................................................................6 Table 4.3 Proposed Subcatchment Parameters.........................................................................................6 Table 5.1 Summary of Pond 1...........................................................................................................................7 Table 5.2 Water Quantity Requirement.........................................................................................................7 Table 5.3 Water Quality Requirement............................................................................................................7 Table 5.4 Volume Control Requirement........................................................................................................8 Table 5.5 Stormwater Basin Performance ....................................................................................................8 Bray Hill Development Stormwater Management Plan Table of Contents February 2022 www.ae2s.com Page iii Table 5.6 Stormwater Basin EOF Summary..................................................................................................8 Table 5.7 Rate Control Requirement..............................................................................................................8 Table 5.8 Site Discharge Rates to FES to Bonaire Pond 8Pa (cfs)........................................................9 Table 5.9 Site Peak Discharge Rates to Dual Culverts under Bonaire Path (cfs)...........................9 Table 5.10 Site Peak Discharge Rates to Akron Ave (cfs)..........................................................................9 Appendices Appendix A: Figures Appendix B: Web Soil Survey Report Appendix C: HydroCAD Summaries (Pre- and Post-Development) Appendix D: OCS Details Bray Hill Development Stormwater Management Plan Section 1 – Introduction and Background February 2022 www.ae2s.com Page 1 Section 1 Introduction and Background 1.1 Project Background The Bray Hill Development is an approximately 17.0± acre development within the city limits of Rosemount, Minnesota. This development is located to the east of Akron Ave and south of Bonaire Path E (See Figure 1 for site location map). This plan, prepared by Advanced Engineering and Environmental Services, LLC. (AE2S) is to document the basis of the storm water management design for the Development to meet the storm water management requirements. 1.2 Data Used The following data were used in this analysis: NRCS Soil Survey Aerial Imagery (MnGeo WMS Service, 2020 7-county) Existing Topography (MnDNR, MnTOPO, 2022) Bray Hill Development Plans (Attera, February 2022) NOAA Atlas-14 Precipitation Data Bray Hill Development Stormwater Management Plan Section 2 – Stormwater Management Requirements February 2022 www.ae2s.com Page 2 Section 2 Stormwater Management Requirements The following section describes the rules and regulations used to design this stormwater management plan. 2.1 City of Rosemount The City of Rosemount’s Design Standard require all new developments to meet water quality, flow rate, volume and floodplain requirements. These requirements are summarizes as follows: 1. Rate Control For newly developing areas, no discharge or infiltration can be assumed for purposes of establishing the 100-year, 24-hour storm event high water elevation. For events with longer duration, a maximum peak stormwater discharge rate will be limited to 0.05 cfs/acre. 2. Water Quality A permanent pool (dead storage) volume below the normal outlet shall be greater than or equal to the runoff from a two and one-half inch (2.5") 24-hour storm over the entire contributing drainage area assuming full development. A permanent pool average depth (basin volume/basin area) which shall be greater than four feet (4'), with a maximum depth of less than ten feet (10'). An emergency overflow (emergency outlet) adequate to control the one percent frequency/critical duration rainfall Basin side slopes above the normal water level should be no steeper than 4:1, and preferably flatter. A basin shelf with a minimum width of 10 feet and one foot deep below the normal water level is recommended to enhance wildlife habitat, reduce potential safety hazards, and improve access for long-term maintenance. To prevent short circuiting, the distance between the major inlets and normal outlet shall be maximized. A flood pool (“live storage”) volume above the principal spillway shall be adequate so that the peak discharge rates from 99%, 10%, and 1% chance critical duration storms are no greater than pre-development basin watershed conditions. Additional discharge restrictions may be required as outlined in the Stormwater Management Plan. Retardance of peak discharges for the more frequent storms can be achieved through a principal spillway design, which may include a perforated vertical riser, small orifice retention outlet, or compound weir. Additional discharge restrictions may be required as outlined in the Stormwater Management Plan. A protective buffer strip of vegetation surrounding the permanent pool at a minimum width of 15 feet. 3. Floodplain Bray Hill Development Stormwater Management Plan Section 2 – Stormwater Management Requirements February 2022 www.ae2s.com Page 3 The basement floor elevation will be 1 foot above the 100-year high water elevation for the area unless it can be demonstrated that this standard creates a hardship. The City requires that for any new or redevelopment, at least 3 feet of freeboard between the anticipated high water elevation and the minimum building opening be maintained. 4. Volume Control For newly developing areas, no discharge or infiltration can be assumed for purposes of establishing the 100-year, 24-hour storm event high water elevation. For events with longer duration, a maximum peak stormwater discharge rate will be limited to 0.05 cfs/acre. In the event that the City will not be providing a regional system, storage of the runoff from the 100 year, 24 hour storm event is required on-site. Development will be required to provide 1/12 of an acre-foot/acre/day of infiltration for the entire site’s acreage. Pretreatment of stormwater is required prior to discharge to an infiltration basin. Options available for infiltration design are included in the Surface Water Management Plan. 2.2 Vermillion River Watershed Joint Powers Board The site is also within Vermillion River Watershed which is administered by the Vermillion River Watershed Joint Powers Board (VRWJPB). VRWJPB does not have a permitting program in place. 2.3 Minnesota Pollution Control Agency The Minnesota Pollution Control Agency (MPCA) regulates stormwater runoff by administering the National Pollution Discharge Elimination System (NPDES) Permit. The NPDES Permit is required for any projects that disturb more than one (1.0) acre of area. The permanent stormwater management requirements of the Permit are triggered if the project proposes to increase the impervious surface area by more than one acre. The overall project disturbance is over one acre; therefore, a Stormwater Pollution Prevention Plan (SWPPP) will need to be prepared and a NPDES Permit obtained through the MPCA. The proposed BMP(s) must be capable of retaining on site one (1) inch of runoff from the new impervious surfaces created by the project. If onsite retention is not possible based on contaminated soils, proximity to groundwater, bedrock depth or impermeable soils, the water quality volume shall be treated using other best management practices outlined in the Permit. Bray Hill Development Stormwater Management Plan Section 3 – Methodology February 2022 www.ae2s.com Page 4 Section 3 Methodology The following section describes the methodology used to complete the stormwater management plan. 3.1 Hydrology The site was analyzed using HydroCAD for pre- and post-development conditions. Runoff generation was estimated using TR-20 methodology. Table 3.1 summarizes the rainfall depths that were used in the peak discharge analysis. These depths were taken from NOAA Atlas 14. Runoff from pervious and impervious areas was calculated separately. Table 3.1 Summary of NOAA Atlas 14 Rainfall Depths (inches) Rainfall Duration 2-Year 10-Year 100-Year 10 day snowmelt 24-Hours 2.80 4.17 7.41 7.41 Time of concentration (Tc) for existing conditions was calculated using the TR-55 methodology. For proposed condition subwatersheds, Tc was set to 15 minutes. Curve numbers were selected for each subwatershed based on the land use, soil conditions and impervious surface area. These parameters were used to select the appropriate CN using TR-55 methodology. 3.2 Hydraulics Hydraulic routing within HydroCAD was computed using the Dyn-Stor-Ind methodology. Stormwater basins were modeled with multi-stage outlets. The stormwater basin was designed to provide at least 1.0 feet of freeboard from the lowest floor elevation of the nearby structure to the 100-year HWL. Additionally, the basin’s EOF was designed to provide at least 1.0 feet of freeboard from the lowest structure opening. Bray Hill Development Stormwater Management Plan Section 4 – Analysis February 2022 www.ae2s.com Page 5 Section 4 Analysis 4.1 Existing Conditions The following is a summary of the information used for the existing conditions analysis. 4.1.1 Site Topography The site is a rural residence surrounded by cropland. The site has three discharge points: north to an existing FES that discharges to Bonaire Pond 8Pa, north to an existing set of dual culverts that discharge north of Bonaire Path E, and west to Akron Ave. 4.1.2 Soils Soils throughout the site were classified as Hydrologic Soil Group (HSG) B. See Appendix B for the Web Soil Survey summary. 4.1.3 Watershed and Land Use The site discharge to both north discharge points was modeled as part of the Bonaire Path Drainage Report. For these discharge points, the proposed conditions discharge rates from the Bonaire Path Drainage Report were used as the existing conditions rates. These existing conditions rate is shown in Tables 5.8 and 5.9. The existing discharge to Akron Ave was modeled using the following information Table 4.1 Existing Subcatchment Parameters Subcatchment Weighted CN Total Area (ac)Tc (min) Ex1 75 2.96 15 4.2 Proposed Conditions The following is a summary of the information used for the proposed conditions analysis. 4.2.1 Site Topography The site will be mass graded by the development while maintaining similar drainage patterns to the existing site conditions. 4.2.2 Soils The soils throughout the site for the proposed conditions are HSG B. Bray Hill Development Stormwater Management Plan Section 4 – Analysis February 2022 www.ae2s.com Page 6 The site will be developed with residential lots, with new impervious areas including roads, sidewalks, and buildings. Weighted CN values for each subwatershed were derived based on the following CN values provided in Table 4.3. Proposed impervious area was delineated based on the proposed layout plan. The parcel being developed is approximately 44 acres of which 10.8 acres (24%) is new impervious. Table 4.2 Summary of Proposed CN Values CN Descriptions Assumptions CN Total Area (ac) % of Total Area Lawn >75% Grass Cover, Good, HSG B 61 17.30 75 Proposed Impervious None 98 4.65 20 BMP Modeled as impervious 98 1.04 5 Total 22.99 100 Proposed subcatchments were delineated based on proposed grading and storm sewer routing. Table 4.4 summarizes proposed subcatchment runoff parameters. Figures 3 and 4 show the proposed site grading, storm sewer and subcatchments. Table 4.3 Proposed Subcatchment Parameters Subcatchment Weighted CN Total Area (ac)Tc (min) Pr1 69 12.37 15.0 Pr2 88 1.43 15.0 Pr3 66 0.95 15.0 Pr4 61 0.99 15.0 Pr5 61 2.84 15.0 Pr6 61 1.88 15.0 Pr7 87 2.53 15.0 Total 22.99 - 4.2.3 Basin Summary and Routing The project is proposing to construct one pond with a permanent pool and infiltration area. Water will be routed to the pond through storm sewer, rear yard catch basins, and overland flow. See Sections 5.3 and 5.4 for descriptions of the pond. Bray Hill Development Stormwater Management Plan Section 5 – Results February 2022 www.ae2s.com Page 7 Section 5 Results The following is a summary of the results of the analysis and the project’s compliance with stormwater regulations. 5.1 Pond Design The project is proposed to construct a wet pond with an infiltration area to meet the site’s stormwater requirements. Table 5.1 provides a summary of Pond 1’s design. Table 5.1 Summary of Pond 1 Pond 1 Normal Water Level 931.5 Permanent Pool Zone 922.0-931.5 Live Storage Zone 931.5-935.9 Infiltration Zone 931.5 – 935.9 Pond 1 was sized to meet the City’s volume control, water quality, and water quantity requirements for the entire site (see Tables 5.2 – 5.4). Pond 1 was designed to have a live storage volume greater than the entire site runoff volume for the 100-year event. In addition, offsite runoff from the railroad (Pr5 and Pr6) flows into Pond 1. This additional runoff volume was taken into account to demonstrate that the pond is appropriately sized to handle this offsite water. Table 5.3 shows how the pond has sufficient volume to store the entire site runoff from the 100-year, 24-hour event. Table 5.2 Water Quantity Requirement Total Site Runoff Volume from 100-yr, 24 hr Event (ac-ft) Pond 1 Direct Drainage Area Runoff Volume from 100-year, 24 hour Event (ac-ft) Provided Live Storage Volume (ac-ft) 6.204 6.391 6.467 Table 5.2 shows how the pond provides the volume equal to runoff volume from the 2.5” event over the entire site. Table 5.3 Water Quality Requirement Site Runoff Volume from 2.5” Event (ac-ft) Pond 1 Direct Drainage Area Runoff Volume from 2.5” Event (ac-ft) Provided Permanent Pool Volume (ac-ft) 0.744 0.787 0.939 Bray Hill Development Stormwater Management Plan Section 5 – Results February 2022 www.ae2s.com Page 8 Table 5.4 shows how the pond provides the infiltration requirement for the entire site. Table 5.4 Volume Control Requirement Site Area (ac) Infiltration Requirement (ac-ft/day) Infiltration Zone Bottom Area (ac) Infiltration Rate (in/hr) Provided Infiltration (ac- ft/day) 17.5 1.46 0.777 1.0 1.55 5.2 Basin High Water Levels Table 5.5 summarizes the performance of the stormwater basin including 100-year HWL’s and freeboard from the lowest nearby structure. The 100 year HWL was established as the elevation of the basin without discharge or infiltration. The basin was designed to provide at least 1.0 feet of freeboard from the lowest floor elevation of the nearby structure to the 100-year HWL. Additionally, the basin’s EOF was designed to provide at least 1.0 feet of freeboard from the lowest structure opening. The EOF summary is provided in Table 5.6 Table 5.5 Stormwater Basin Performance Location Normal Water Level 100-Year HWL Lowest Floor Elev. Of Nearby Structure Freeboard (ft) Pond 1 931.5 936.5 Lot 7, WO, 940.0 3.5 Table 5.6 Stormwater Basin EOF Summary Location EOF Elevation Lowest Nearby Structure Opening Elev.Freeboard (ft) Pond 1 936.5 Lot 7, WO, 940.0 3.5 5.3 Rate Control Pond 1 was designed to meet the City’s rate control requirements. Table 5.7 shows that Pond 1 does not discharge any water in any event up to and including the 100-year, 24-hour storm event. Table 5.7 Rate Control Requirement Pond 1 Discharge Rate 2-Year 10-Year 100-Year Snowmelt Proposed 0 0 0 0 Due to existing storm sewer along the west and north project boundary, not all site water was able to be conveyed to Pond 1. Additionally, the site receives offsite discharge from the railroad Bray Hill Development Stormwater Management Plan Section 5 – Results February 2022 www.ae2s.com Page 9 ditches south of the project area in existing and proposed conditions. In proposed conditions, the drainage from the railroad ditch drains to Pond 1. The development site was analyzed to determine the pre- and post-development runoff rates discharging from the site to demonstrate that the post-development rates do not exceed the pre-development rates. The site has three discharge points: north to the existing FES that discharges to Bonaire Pond 8Pa, north to an existing set of dual culverts that discharge north of Bonaire Path E, and west to Akron Ave. The proposed conditions discharge rates from the Bonaire Path Drainage Report were used as the existing conditions rates.. Table 5.8 -5.10 summarize the discharge rates for each of the three discharge points. See Appendix C for the pre- and post-development HydroCAD summaries. Table 5.8 Site Discharge Rates to FES to Bonaire Pond 8Pa (cfs) Condition 2-Year 10-Year 100-Year Snowmelt Existing 2.1 5.5 16.1 2.6 Proposed 0.6 1.7 5.4 0.03 Difference -0.5 -3.8 -10.7 -2.03 Table 5.9 Site Peak Discharge Rates to Dual Culverts under Bonaire Path (cfs) Condition 2-Year 10-Year 100-Year Snowmelt Existing 3.4 9.0 26.2 5.0 Proposed 0.3 1.3 4.8 0.03 Difference -3.1 -7.6 -21.4 -4.07 Table 5.10 Site Peak Discharge Rates to Akron Ave (cfs) Condition 2-Year 10-Year 100-Year Snowmelt Existing 3.8 8.6 21.6 0.10 Proposed 3.8 6.6 13.2 0.05 Difference -0.0 -2.0 -8.4 -0.05 Bray Hill Development Stormwater Management Plan Appendix A February 2022 www.ae2s.com Appendix A: Figures Bray Hill Development Stormwater Managmenet Plan Appendix B February 2022 www.ae2s.com Appendix B: Web Soil Survey Report Bray Hill Development Stormwater Management Plan Appendix C February 2022 www.ae2s.com Appendix C: HydroCAD Summaries (Pre- and Post- Development) Existing Conditions EX1 EX1 1R to Akron Ave (existing) Routing Diagram for Bray Hills 2022.02.17 Prepared by AE2S, Printed 2/17/2022 HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 2HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr MSE 24-hr 1 Default 24.00 1 2.80 2 2 2.5" Type II 24-hr Default 24.00 1 2.50 2 3 10-yr MSE 24-hr 1 Default 24.00 1 4.17 2 4 10d Snowmelt Spillway 1-day 10-day Default 240.00 1 7.41 4 5 100-yr MSE 24-hr 1 Default 24.00 1 7.41 2 Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 3HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 2.960 75 Row crops, SR + CR, Good, HSG B (EX1) 2.960 75 TOTAL AREA Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 4HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 2.960 HSG B EX1 0.000 HSG C 0.000 HSG D 0.000 Other 2.960 TOTAL AREA Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 5HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 2.960 0.000 0.000 0.000 2.960 Row crops, SR + CR, Good EX1 0.000 2.960 0.000 0.000 0.000 2.960 TOTAL AREA MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 6HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Time span=0.00-100.00 hrs, dt=0.01 hrs, 10001 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=2.960 ac 0.00% Impervious Runoff Depth=0.83"Subcatchment EX1: EX1 Tc=15.0 min CN=75 Runoff=3.80 cfs 0.205 af Inflow=3.80 cfs 0.205 afReach 1R: to Akron Ave (existing) Outflow=3.80 cfs 0.205 af Total Runoff Area = 2.960 ac Runoff Volume = 0.205 af Average Runoff Depth = 0.83" 100.00% Pervious = 2.960 ac 0.00% Impervious = 0.000 ac MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 7HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX1 Runoff = 3.80 cfs @ 12.25 hrs, Volume= 0.205 af, Depth= 0.83" Routed to Reach 1R : to Akron Ave (existing) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 2-yr Rainfall=2.80" Area (ac) CN Description 2.960 75 Row crops, SR + CR, Good, HSG B 2.960 75 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment EX1: EX1 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 MSE 24-hr 1 2-yr Rainfall=2.80" Runoff Area=2.960 ac Runoff Volume=0.205 af Runoff Depth=0.83" Tc=15.0 min CN=75 3.80 cfs MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 8HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: to Akron Ave (existing) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.960 ac, 0.00% Impervious, Inflow Depth = 0.83" for 2-yr event Inflow = 3.80 cfs @ 12.25 hrs, Volume= 0.205 af Outflow = 3.80 cfs @ 12.25 hrs, Volume= 0.205 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 1R: to Akron Ave (existing) Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Inflow Area=2.960 ac 3.80 cfs 3.80 cfs Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 9HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Time span=0.00-100.00 hrs, dt=0.01 hrs, 10001 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=2.960 ac 0.00% Impervious Runoff Depth=0.65"Subcatchment EX1: EX1 Tc=15.0 min CN=75 Runoff=2.29 cfs 0.160 af Inflow=2.29 cfs 0.160 afReach 1R: to Akron Ave (existing) Outflow=2.29 cfs 0.160 af Total Runoff Area = 2.960 ac Runoff Volume = 0.160 af Average Runoff Depth = 0.65" 100.00% Pervious = 2.960 ac 0.00% Impervious = 0.000 ac Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 10HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX1 Runoff = 2.29 cfs @ 12.09 hrs, Volume= 0.160 af, Depth= 0.65" Routed to Reach 1R : to Akron Ave (existing) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 2.5" Rainfall=2.50" Area (ac) CN Description 2.960 75 Row crops, SR + CR, Good, HSG B 2.960 75 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment EX1: EX1 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)2 1 0 Type II 24-hr 2.5" Rainfall=2.50" Runoff Area=2.960 ac Runoff Volume=0.160 af Runoff Depth=0.65" Tc=15.0 min CN=75 2.29 cfs Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 11HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: to Akron Ave (existing) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.960 ac, 0.00% Impervious, Inflow Depth = 0.65" for 2.5" event Inflow = 2.29 cfs @ 12.09 hrs, Volume= 0.160 af Outflow = 2.29 cfs @ 12.09 hrs, Volume= 0.160 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 1R: to Akron Ave (existing) Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)2 1 0 Inflow Area=2.960 ac 2.29 cfs 2.29 cfs MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 12HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Time span=0.00-100.00 hrs, dt=0.01 hrs, 10001 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=2.960 ac 0.00% Impervious Runoff Depth=1.80"Subcatchment EX1: EX1 Tc=15.0 min CN=75 Runoff=8.56 cfs 0.443 af Inflow=8.56 cfs 0.443 afReach 1R: to Akron Ave (existing) Outflow=8.56 cfs 0.443 af Total Runoff Area = 2.960 ac Runoff Volume = 0.443 af Average Runoff Depth = 1.80" 100.00% Pervious = 2.960 ac 0.00% Impervious = 0.000 ac MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 13HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX1 Runoff = 8.56 cfs @ 12.24 hrs, Volume= 0.443 af, Depth= 1.80" Routed to Reach 1R : to Akron Ave (existing) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 10-yr Rainfall=4.17" Area (ac) CN Description 2.960 75 Row crops, SR + CR, Good, HSG B 2.960 75 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment EX1: EX1 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)9 8 7 6 5 4 3 2 1 0 MSE 24-hr 1 10-yr Rainfall=4.17" Runoff Area=2.960 ac Runoff Volume=0.443 af Runoff Depth=1.80" Tc=15.0 min CN=75 8.56 cfs MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 14HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: to Akron Ave (existing) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.960 ac, 0.00% Impervious, Inflow Depth = 1.80" for 10-yr event Inflow = 8.56 cfs @ 12.24 hrs, Volume= 0.443 af Outflow = 8.56 cfs @ 12.24 hrs, Volume= 0.443 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 1R: to Akron Ave (existing) Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.960 ac 8.56 cfs 8.56 cfs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 15HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Time span=0.00-100.00 hrs, dt=0.01 hrs, 10001 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=2.960 ac 0.00% Impervious Runoff Depth>1.62"Subcatchment EX1: EX1 Tc=15.0 min AMC Adjusted CN=98 Runoff=0.10 cfs 0.400 af Inflow=0.10 cfs 0.400 afReach 1R: to Akron Ave (existing) Outflow=0.10 cfs 0.400 af Total Runoff Area = 2.960 ac Runoff Volume = 0.400 af Average Runoff Depth = 1.62" 100.00% Pervious = 2.960 ac 0.00% Impervious = 0.000 ac Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 16HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX1 [73] Warning: Peak may fall outside time span Runoff = 0.10 cfs @ 99.98 hrs, Volume= 0.400 af, Depth> 1.62" Routed to Reach 1R : to Akron Ave (existing) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4 Area (ac) CN Adj Description 2.960 75 Row crops, SR + CR, Good, HSG B 2.960 75 98 Weighted Average, AMC Adjusted 2.960 75 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment EX1: EX1 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41" AMC=4 Runoff Area=2.960 ac Runoff Volume=0.400 af Runoff Depth>1.62" Tc=15.0 min AMC Adjusted CN=98 0.10 cfs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 17HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: to Akron Ave (existing) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.960 ac, 0.00% Impervious, Inflow Depth > 1.62" for 10d Snowmelt event Inflow = 0.10 cfs @ 99.98 hrs, Volume= 0.400 af Outflow = 0.10 cfs @ 99.98 hrs, Volume= 0.400 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 1R: to Akron Ave (existing) Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=2.960 ac 0.10 cfs 0.10 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 18HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Time span=0.00-100.00 hrs, dt=0.01 hrs, 10001 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=2.960 ac 0.00% Impervious Runoff Depth=4.51"Subcatchment EX1: EX1 Tc=15.0 min CN=75 Runoff=21.55 cfs 1.113 af Inflow=21.55 cfs 1.113 afReach 1R: to Akron Ave (existing) Outflow=21.55 cfs 1.113 af Total Runoff Area = 2.960 ac Runoff Volume = 1.113 af Average Runoff Depth = 4.51" 100.00% Pervious = 2.960 ac 0.00% Impervious = 0.000 ac MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 19HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX1 Runoff = 21.55 cfs @ 12.23 hrs, Volume= 1.113 af, Depth= 4.51" Routed to Reach 1R : to Akron Ave (existing) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 100-yr Rainfall=7.41" Area (ac) CN Description 2.960 75 Row crops, SR + CR, Good, HSG B 2.960 75 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment EX1: EX1 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 1 100-yr Rainfall=7.41" Runoff Area=2.960 ac Runoff Volume=1.113 af Runoff Depth=4.51" Tc=15.0 min CN=75 21.55 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 20HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: to Akron Ave (existing) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.960 ac, 0.00% Impervious, Inflow Depth = 4.51" for 100-yr event Inflow = 21.55 cfs @ 12.23 hrs, Volume= 1.113 af Outflow = 21.55 cfs @ 12.23 hrs, Volume= 1.113 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 1R: to Akron Ave (existing) Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.960 ac 21.55 cfs 21.55 cfs Railroad Contributing Rates: 2yr: 1.4 , 10yr: 5.9, 100yr: 22.9, Snow: 0.2 Proposed Conditions Bonaire Path Drainage Report Double Culvert Rates: 2yr: 3.4 , 10yr: 9.0, 100yr: 26.2, Snow: 5.0 Bonaire Path Drainage Report Double Culvert Rates: 2yr: 2.1 , 10yr: 5.5, 100yr: 16.1, Snow: 2.6 PR1 PR1 PR2 PR2 PR3 PR3 PR4 PR4 PR5 PR5 PR6 PR6 PR7 PR7 11R to Pond 1 12R to Akron Ave 6P CB Existing Double Culvert 8P CB FES to Bonaire Path Pond 8Pa Pond 1 Pond 1Railroad Ditch FES Railroad Ditch FES Routing Diagram for Bray Hills 2022.02.17 Prepared by AE2S, Printed 2/17/2022 HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 2HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr MSE 24-hr 1 Default 24.00 1 2.80 2 2 2.5" Type II 24-hr Default 24.00 1 2.50 2 3 10-yr MSE 24-hr 1 Default 24.00 1 4.17 2 4 10d Snowmelt Spillway 1-day 10-day Default 240.00 1 7.41 4 5 100-yr MSE 24-hr 1 Default 24.00 1 7.41 2 Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 3HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 17.300 61 >75% Grass cover, Good, HSG B (PR1, PR2, PR3, PR4, PR5, PR6, PR7) 1.040 98 BMP (PR7) 4.650 98 Proposed Impervious (PR1, PR2, PR3, PR7) 22.990 70 TOTAL AREA Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 4HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 17.300 HSG B PR1, PR2, PR3, PR4, PR5, PR6, PR7 0.000 HSG C 0.000 HSG D 5.690 Other PR1, PR2, PR3, PR7 22.990 TOTAL AREA Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 5HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 17.300 0.000 0.000 0.000 17.300 >75% Grass cover, Good PR1, PR2, PR3, PR4, PR5, PR6, PR7 0.000 0.000 0.000 0.000 1.040 1.040 BMP PR7 0.000 0.000 0.000 0.000 4.650 4.650 Proposed Impervious PR1, PR2, PR3, PR7 0.000 17.300 0.000 0.000 5.690 22.990 TOTAL AREA Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 6HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 6P 925.39 925.01 72.0 0.0053 0.013 0.0 24.0 0.0 2 6P 925.39 925.01 72.0 0.0053 0.013 0.0 24.0 0.0 3 8P 928.16 928.00 38.0 0.0042 0.013 0.0 18.0 0.0 4 8P 928.41 928.24 35.0 0.0049 0.013 0.0 18.0 0.0 5 8P 928.65 928.51 13.0 0.0108 0.013 0.0 15.0 0.0 6 Pond 1 930.30 930.00 50.0 0.0060 0.013 0.0 18.0 0.0 7 Pond 1 930.00 930.50 20.0 -0.0250 0.013 0.0 18.0 0.0 8 Railroad Ditch FES 936.62 935.64 24.0 0.0408 0.025 0.0 24.0 0.0 MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 7HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Time span=0.00-100.00 hrs, dt=0.01 hrs, 10001 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=12.370 ac 22.39% Impervious Runoff Depth=0.57"Subcatchment PR1: PR1 Tc=15.0 min CN=69 Runoff=9.76 cfs 0.583 af Runoff Area=1.430 ac 72.73% Impervious Runoff Depth=1.64"Subcatchment PR2: PR2 Tc=15.0 min CN=88 Runoff=3.80 cfs 0.196 af Runoff Area=0.950 ac 13.68% Impervious Runoff Depth=0.45"Subcatchment PR3: PR3 Tc=15.0 min CN=66 Runoff=0.55 cfs 0.036 af Runoff Area=0.990 ac 0.00% Impervious Runoff Depth=0.29"Subcatchment PR4: PR4 Tc=15.0 min CN=61 Runoff=0.30 cfs 0.024 af Runoff Area=2.840 ac 0.00% Impervious Runoff Depth=0.29"Subcatchment PR5: PR5 Tc=15.0 min CN=61 Runoff=0.85 cfs 0.069 af Runoff Area=1.880 ac 0.00% Impervious Runoff Depth=0.29"Subcatchment PR6: PR6 Tc=15.0 min CN=61 Runoff=0.56 cfs 0.046 af Runoff Area=2.530 ac 69.17% Impervious Runoff Depth=1.57"Subcatchment PR7: PR7 Tc=15.0 min CN=87 Runoff=6.42 cfs 0.330 af Inflow=0.55 cfs 0.036 afReach 11R: to Pond 1 Outflow=0.55 cfs 0.036 af Inflow=3.80 cfs 0.196 afReach 12R: to Akron Ave Outflow=3.80 cfs 0.196 af Peak Elev=925.57' Inflow=0.30 cfs 0.024 afPond 6P: Existing Double Culvert Outflow=0.30 cfs 0.024 af Peak Elev=929.03' Inflow=0.55 cfs 0.036 afPond 8P: FES to Bonaire Path Pond 8Pa Outflow=0.55 cfs 0.036 af Peak Elev=932.10' Storage=1.580 af Inflow=17.32 cfs 1.028 afPond Pond 1: Pond 1 Discarded=0.84 cfs 1.028 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.84 cfs 1.028 af Peak Elev=936.99' Storage=41 cf Inflow=0.85 cfs 0.069 afPond Railroad Ditch FES: Railroad Ditch FES 24.0" Round Culvert n=0.025 L=24.0' S=0.0408 '/' Outflow=0.85 cfs 0.069 af Total Runoff Area = 22.990 ac Runoff Volume = 1.284 af Average Runoff Depth = 0.67" 75.25% Pervious = 17.300 ac 24.75% Impervious = 5.690 ac MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 8HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: PR1 Runoff = 9.76 cfs @ 12.27 hrs, Volume= 0.583 af, Depth= 0.57" Routed to Pond Pond 1 : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 2-yr Rainfall=2.80" Area (ac) CN Description * 2.770 98 Proposed Impervious 9.600 61 >75% Grass cover, Good, HSG B 12.370 69 Weighted Average 9.600 61 77.61% Pervious Area 2.770 98 22.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR1: PR1 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 1 2-yr Rainfall=2.80" Runoff Area=12.370 ac Runoff Volume=0.583 af Runoff Depth=0.57" Tc=15.0 min CN=69 9.76 cfs MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 9HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: PR2 Runoff = 3.80 cfs @ 12.23 hrs, Volume= 0.196 af, Depth= 1.64" Routed to Reach 12R : to Akron Ave Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 2-yr Rainfall=2.80" Area (ac) CN Description * 1.040 98 Proposed Impervious 0.390 61 >75% Grass cover, Good, HSG B 1.430 88 Weighted Average 0.390 61 27.27% Pervious Area 1.040 98 72.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR2: PR2 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 MSE 24-hr 1 2-yr Rainfall=2.80" Runoff Area=1.430 ac Runoff Volume=0.196 af Runoff Depth=1.64" Tc=15.0 min CN=88 3.80 cfs MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 10HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: PR3 Runoff = 0.55 cfs @ 12.28 hrs, Volume= 0.036 af, Depth= 0.45" Routed to Pond 8P : FES to Bonaire Path Pond 8Pa Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 2-yr Rainfall=2.80" Area (ac) CN Description * 0.130 98 Proposed Impervious 0.820 61 >75% Grass cover, Good, HSG B 0.950 66 Weighted Average 0.820 61 86.32% Pervious Area 0.130 98 13.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR3: PR3 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (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 MSE 24-hr 1 2-yr Rainfall=2.80" Runoff Area=0.950 ac Runoff Volume=0.036 af Runoff Depth=0.45" Tc=15.0 min CN=66 0.55 cfs MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 11HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: PR4 Runoff = 0.30 cfs @ 12.31 hrs, Volume= 0.024 af, Depth= 0.29" Routed to Pond 6P : Existing Double Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 2-yr Rainfall=2.80" Area (ac) CN Description * 0.000 98 Proposed Impervious 0.990 61 >75% Grass cover, Good, HSG B 0.990 61 Weighted Average 0.990 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR4: PR4 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 1 2-yr Rainfall=2.80" Runoff Area=0.990 ac Runoff Volume=0.024 af Runoff Depth=0.29" Tc=15.0 min CN=61 0.30 cfs MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 12HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR5: PR5 Runoff = 0.85 cfs @ 12.31 hrs, Volume= 0.069 af, Depth= 0.29" Routed to Pond Railroad Ditch FES : Railroad Ditch FES Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 2-yr Rainfall=2.80" Area (ac) CN Description 2.840 61 >75% Grass cover, Good, HSG B 2.840 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR5: PR5 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (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 MSE 24-hr 1 2-yr Rainfall=2.80" Runoff Area=2.840 ac Runoff Volume=0.069 af Runoff Depth=0.29" Tc=15.0 min CN=61 0.85 cfs MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 13HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR6: PR6 Runoff = 0.56 cfs @ 12.31 hrs, Volume= 0.046 af, Depth= 0.29" Routed to Pond Pond 1 : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 2-yr Rainfall=2.80" Area (ac) CN Description 1.880 61 >75% Grass cover, Good, HSG B 1.880 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR6: PR6 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (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 MSE 24-hr 1 2-yr Rainfall=2.80" Runoff Area=1.880 ac Runoff Volume=0.046 af Runoff Depth=0.29" Tc=15.0 min CN=61 0.56 cfs MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 14HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR7: PR7 Runoff = 6.42 cfs @ 12.23 hrs, Volume= 0.330 af, Depth= 1.57" Routed to Pond Pond 1 : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 2-yr Rainfall=2.80" Area (ac) CN Description * 0.710 98 Proposed Impervious 0.780 61 >75% Grass cover, Good, HSG B * 1.040 98 BMP 2.530 87 Weighted Average 0.780 61 30.83% Pervious Area 1.750 98 69.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR7: PR7 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)7 6 5 4 3 2 1 0 MSE 24-hr 1 2-yr Rainfall=2.80" Runoff Area=2.530 ac Runoff Volume=0.330 af Runoff Depth=1.57" Tc=15.0 min CN=87 6.42 cfs MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 15HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 11R: to Pond 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.950 ac, 13.68% Impervious, Inflow Depth = 0.45" for 2-yr event Inflow = 0.55 cfs @ 12.28 hrs, Volume= 0.036 af Outflow = 0.55 cfs @ 12.28 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 11R: to Pond 1 Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (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=0.950 ac 0.55 cfs 0.55 cfs MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 16HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 12R: to Akron Ave [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.430 ac, 72.73% Impervious, Inflow Depth = 1.64" for 2-yr event Inflow = 3.80 cfs @ 12.23 hrs, Volume= 0.196 af Outflow = 3.80 cfs @ 12.23 hrs, Volume= 0.196 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 12R: to Akron Ave Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Inflow Area=1.430 ac 3.80 cfs 3.80 cfs MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 17HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Existing Double Culvert [57] Hint: Peaked at 925.57' (Flood elevation advised) Inflow Area = 20.610 ac, 21.93% Impervious, Inflow Depth = 0.01" for 2-yr event Inflow = 0.30 cfs @ 12.31 hrs, Volume= 0.024 af Outflow = 0.30 cfs @ 12.31 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Primary = 0.30 cfs @ 12.31 hrs, Volume= 0.024 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 925.57' @ 12.31 hrs Device Routing Invert Outlet Devices #1 Primary 925.39'24.0" Round MH 10 to FES 11 L= 72.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 925.39' / 925.01' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Primary 925.39'24.0" Round MH 12 to FES 13 L= 72.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 925.39' / 925.01' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=0.30 cfs @ 12.31 hrs HW=925.57' (Free Discharge) 1=MH 10 to FES 11 (Barrel Controls 0.15 cfs @ 1.62 fps) 2=MH 12 to FES 13 (Barrel Controls 0.15 cfs @ 1.62 fps) Pond 6P: Existing Double Culvert Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=20.610 ac Peak Elev=925.57' 0.30 cfs 0.30 cfs MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 18HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: FES to Bonaire Path Pond 8Pa [57] Hint: Peaked at 929.03' (Flood elevation advised) Inflow Area = 0.950 ac, 13.68% Impervious, Inflow Depth = 0.45" for 2-yr event Inflow = 0.55 cfs @ 12.28 hrs, Volume= 0.036 af Outflow = 0.55 cfs @ 12.28 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary = 0.55 cfs @ 12.28 hrs, Volume= 0.036 af Routed to Reach 11R : to Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 929.03' @ 12.28 hrs Device Routing Invert Outlet Devices #1 Primary 928.16'18.0" Round CB 4 to FE 5 L= 38.0' Ke= 0.200 Inlet / Outlet Invert= 928.16' / 928.00' S= 0.0042 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 928.41'18.0" Round CB 3 to CB 4 L= 35.0' Ke= 0.200 Inlet / Outlet Invert= 928.41' / 928.24' S= 0.0049 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #3 Device 2 928.65'15.0" Round FE 3A to CB 3 L= 13.0' Ke= 0.500 Inlet / Outlet Invert= 928.65' / 928.51' S= 0.0108 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=0.55 cfs @ 12.28 hrs HW=929.03' TW=0.00' (Dynamic Tailwater) 1=CB 4 to FE 5 (Passes 0.55 cfs of 2.58 cfs potential flow) 2=CB 3 to CB 4 (Passes 0.55 cfs of 1.43 cfs potential flow) 3=FE 3A to CB 3 (Barrel Controls 0.55 cfs @ 2.63 fps) MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 19HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Pond 8P: FES to Bonaire Path Pond 8Pa Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (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=0.950 ac Peak Elev=929.03' 0.55 cfs 0.55 cfs MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 20HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond Pond 1: Pond 1 Inflow Area = 19.620 ac, 23.04% Impervious, Inflow Depth = 0.63" for 2-yr event Inflow = 17.32 cfs @ 12.26 hrs, Volume= 1.028 af Outflow = 0.84 cfs @ 13.90 hrs, Volume= 1.028 af, Atten= 95%, Lag= 98.6 min Discarded = 0.84 cfs @ 13.90 hrs, Volume= 1.028 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 6P : Existing Double Culvert Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 6P : Existing Double Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 931.50' Surf.Area= 0.264 ac Storage= 0.939 af Peak Elev= 932.10' @ 13.90 hrs Surf.Area= 1.098 ac Storage= 1.580 af (0.642 af above start) Plug-Flow detention time= 854.7 min calculated for 0.089 af (9% of inflow) Center-of-Mass det. time= 339.5 min ( 1,154.8 - 815.3 ) Volume Invert Avail.Storage Storage Description #1 922.00' 10.417 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 922.00 0.020 0.000 0.000 924.00 0.044 0.064 0.064 926.00 0.074 0.118 0.182 928.00 0.112 0.186 0.369 930.00 0.158 0.270 0.639 930.50 0.171 0.082 0.721 931.50 0.264 0.218 0.939 931.51 1.041 0.007 0.945 932.00 1.088 0.522 1.467 934.00 1.283 2.371 3.838 936.00 1.495 2.778 6.616 938.00 2.306 3.801 10.417 Device Routing Invert Outlet Devices #1 Primary 930.30'18.0" Round Culvert L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 930.30' / 930.00' S= 0.0060 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Device 1 935.90'Internal Weir, Cv= 2.62 (C= 3.28) Head (feet) 0.00 3.00 Width (feet) 4.00 4.00 #3 Device 2 930.50'18.0" Round Low Flow L= 20.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 930.00' / 930.50' S= -0.0250 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #4 Device 1 936.40'48.0" Horiz. OCS Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 931.50'1.000 in/hr Infiltration over Surface area above 931.50' Excluded Surface area = 0.264 ac MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 21HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC #6 Secondary 936.50'50.0' long x 20.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Discarded OutFlow Max=0.84 cfs @ 13.90 hrs HW=932.10' (Free Discharge) 5=Infiltration (Exfiltration Controls 0.84 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=931.50' TW=925.39' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 4.87 cfs potential flow) 2=Internal Weir ( Controls 0.00 cfs) 3=Low Flow ( Controls 0.00 cfs) 4=OCS Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=931.50' TW=925.39' (Dynamic Tailwater) 6=EOF ( Controls 0.00 cfs) Pond Pond 1: Pond 1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=19.620 ac Peak Elev=932.10' Storage=1.580 af 17.32 cfs 0.84 cfs 0.84 cfs 0.00 cfs 0.00 cfs MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 22HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond Railroad Ditch FES: Railroad Ditch FES Inflow Area = 2.840 ac, 0.00% Impervious, Inflow Depth = 0.29" for 2-yr event Inflow = 0.85 cfs @ 12.31 hrs, Volume= 0.069 af Outflow = 0.85 cfs @ 12.32 hrs, Volume= 0.069 af, Atten= 0%, Lag= 0.4 min Primary = 0.85 cfs @ 12.32 hrs, Volume= 0.069 af Routed to Pond Pond 1 : Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 936.99' @ 12.32 hrs Surf.Area= 120 sf Storage= 41 cf Plug-Flow detention time= 2.4 min calculated for 0.069 af (100% of inflow) Center-of-Mass det. time= 2.2 min ( 850.7 - 848.5 ) Volume Invert Avail.Storage Storage Description #1 936.62' 81,123 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 936.62 100 0 0 937.00 120 42 42 939.00 328 448 490 940.00 3,380 1,854 2,344 941.00 6,721 5,051 7,394 942.00 9,360 8,041 15,435 943.00 20,283 14,822 30,256 944.00 27,150 23,717 53,973 945.00 27,150 27,150 81,123 Device Routing Invert Outlet Devices #1 Primary 936.62'24.0" Round Culvert L= 24.0' Ke= 0.500 Inlet / Outlet Invert= 936.62' / 935.64' S= 0.0408 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf Primary OutFlow Max=0.85 cfs @ 12.32 hrs HW=936.99' TW=931.75' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.85 cfs @ 2.08 fps) MSE 24-hr 1 2-yr Rainfall=2.80"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 23HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Pond Railroad Ditch FES: Railroad Ditch FES Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (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 Inflow Area=2.840 ac Peak Elev=936.99' Storage=41 cf 24.0" Round Culvert n=0.025 L=24.0' S=0.0408 '/' 0.85 cfs 0.85 cfs Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 24HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Time span=0.00-100.00 hrs, dt=0.01 hrs, 10001 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=12.370 ac 22.39% Impervious Runoff Depth=0.42"Subcatchment PR1: PR1 Tc=15.0 min CN=69 Runoff=5.23 cfs 0.434 af Runoff Area=1.430 ac 72.73% Impervious Runoff Depth=1.38"Subcatchment PR2: PR2 Tc=15.0 min CN=88 Runoff=2.56 cfs 0.165 af Runoff Area=0.950 ac 13.68% Impervious Runoff Depth=0.33"Subcatchment PR3: PR3 Tc=15.0 min CN=66 Runoff=0.27 cfs 0.026 af Runoff Area=0.990 ac 0.00% Impervious Runoff Depth=0.20"Subcatchment PR4: PR4 Tc=15.0 min CN=61 Runoff=0.10 cfs 0.016 af Runoff Area=2.840 ac 0.00% Impervious Runoff Depth=0.20"Subcatchment PR5: PR5 Tc=15.0 min CN=61 Runoff=0.28 cfs 0.046 af Runoff Area=1.880 ac 0.00% Impervious Runoff Depth=0.20"Subcatchment PR6: PR6 Tc=15.0 min CN=61 Runoff=0.19 cfs 0.031 af Runoff Area=2.530 ac 69.17% Impervious Runoff Depth=1.31"Subcatchment PR7: PR7 Tc=15.0 min CN=87 Runoff=4.30 cfs 0.276 af Inflow=0.27 cfs 0.026 afReach 11R: to Pond 1 Outflow=0.27 cfs 0.026 af Inflow=2.56 cfs 0.165 afReach 12R: to Akron Ave Outflow=2.56 cfs 0.165 af Peak Elev=925.50' Inflow=0.10 cfs 0.016 afPond 6P: Existing Double Culvert Outflow=0.10 cfs 0.016 af Peak Elev=928.90' Inflow=0.27 cfs 0.026 afPond 8P: FES to Bonaire Path Pond 8Pa Outflow=0.27 cfs 0.026 af Peak Elev=931.78' Storage=1.233 af Inflow=9.83 cfs 0.787 afPond Pond 1: Pond 1 Discarded=0.81 cfs 0.787 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.81 cfs 0.787 af Peak Elev=936.83' Storage=22 cf Inflow=0.28 cfs 0.046 afPond Railroad Ditch FES: Railroad Ditch FES 24.0" Round Culvert n=0.025 L=24.0' S=0.0408 '/' Outflow=0.28 cfs 0.046 af Total Runoff Area = 22.990 ac Runoff Volume = 0.994 af Average Runoff Depth = 0.52" 75.25% Pervious = 17.300 ac 24.75% Impervious = 5.690 ac Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 25HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: PR1 Runoff = 5.23 cfs @ 12.10 hrs, Volume= 0.434 af, Depth= 0.42" Routed to Pond Pond 1 : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 2.5" Rainfall=2.50" Area (ac) CN Description * 2.770 98 Proposed Impervious 9.600 61 >75% Grass cover, Good, HSG B 12.370 69 Weighted Average 9.600 61 77.61% Pervious Area 2.770 98 22.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR1: PR1 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)5 4 3 2 1 0 Type II 24-hr 2.5" Rainfall=2.50" Runoff Area=12.370 ac Runoff Volume=0.434 af Runoff Depth=0.42" Tc=15.0 min CN=69 5.23 cfs Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 26HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: PR2 Runoff = 2.56 cfs @ 12.07 hrs, Volume= 0.165 af, Depth= 1.38" Routed to Reach 12R : to Akron Ave Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 2.5" Rainfall=2.50" Area (ac) CN Description * 1.040 98 Proposed Impervious 0.390 61 >75% Grass cover, Good, HSG B 1.430 88 Weighted Average 0.390 61 27.27% Pervious Area 1.040 98 72.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR2: PR2 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)2 1 0 Type II 24-hr 2.5" Rainfall=2.50" Runoff Area=1.430 ac Runoff Volume=0.165 af Runoff Depth=1.38" Tc=15.0 min CN=88 2.56 cfs Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 27HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: PR3 Runoff = 0.27 cfs @ 12.11 hrs, Volume= 0.026 af, Depth= 0.33" Routed to Pond 8P : FES to Bonaire Path Pond 8Pa Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 2.5" Rainfall=2.50" Area (ac) CN Description * 0.130 98 Proposed Impervious 0.820 61 >75% Grass cover, Good, HSG B 0.950 66 Weighted Average 0.820 61 86.32% Pervious Area 0.130 98 13.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR3: PR3 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 2.5" Rainfall=2.50" Runoff Area=0.950 ac Runoff Volume=0.026 af Runoff Depth=0.33" Tc=15.0 min CN=66 0.27 cfs Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 28HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: PR4 Runoff = 0.10 cfs @ 12.15 hrs, Volume= 0.016 af, Depth= 0.20" Routed to Pond 6P : Existing Double Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 2.5" Rainfall=2.50" Area (ac) CN Description * 0.000 98 Proposed Impervious 0.990 61 >75% Grass cover, Good, HSG B 0.990 61 Weighted Average 0.990 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR4: PR4 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 2.5" Rainfall=2.50" Runoff Area=0.990 ac Runoff Volume=0.016 af Runoff Depth=0.20" Tc=15.0 min CN=61 0.10 cfs Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 29HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR5: PR5 Runoff = 0.28 cfs @ 12.15 hrs, Volume= 0.046 af, Depth= 0.20" Routed to Pond Railroad Ditch FES : Railroad Ditch FES Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 2.5" Rainfall=2.50" Area (ac) CN Description 2.840 61 >75% Grass cover, Good, HSG B 2.840 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR5: PR5 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 2.5" Rainfall=2.50" Runoff Area=2.840 ac Runoff Volume=0.046 af Runoff Depth=0.20" Tc=15.0 min CN=61 0.28 cfs Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 30HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR6: PR6 Runoff = 0.19 cfs @ 12.15 hrs, Volume= 0.031 af, Depth= 0.20" Routed to Pond Pond 1 : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 2.5" Rainfall=2.50" Area (ac) CN Description 1.880 61 >75% Grass cover, Good, HSG B 1.880 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR6: PR6 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 2.5" Rainfall=2.50" Runoff Area=1.880 ac Runoff Volume=0.031 af Runoff Depth=0.20" Tc=15.0 min CN=61 0.19 cfs Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 31HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR7: PR7 Runoff = 4.30 cfs @ 12.07 hrs, Volume= 0.276 af, Depth= 1.31" Routed to Pond Pond 1 : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 2.5" Rainfall=2.50" Area (ac) CN Description * 0.710 98 Proposed Impervious 0.780 61 >75% Grass cover, Good, HSG B * 1.040 98 BMP 2.530 87 Weighted Average 0.780 61 30.83% Pervious Area 1.750 98 69.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR7: PR7 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type II 24-hr 2.5" Rainfall=2.50" Runoff Area=2.530 ac Runoff Volume=0.276 af Runoff Depth=1.31" Tc=15.0 min CN=87 4.30 cfs Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 32HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 11R: to Pond 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.950 ac, 13.68% Impervious, Inflow Depth = 0.33" for 2.5" event Inflow = 0.27 cfs @ 12.11 hrs, Volume= 0.026 af Outflow = 0.27 cfs @ 12.11 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 11R: to Pond 1 Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.950 ac 0.27 cfs 0.27 cfs Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 33HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 12R: to Akron Ave [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.430 ac, 72.73% Impervious, Inflow Depth = 1.38" for 2.5" event Inflow = 2.56 cfs @ 12.07 hrs, Volume= 0.165 af Outflow = 2.56 cfs @ 12.07 hrs, Volume= 0.165 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 12R: to Akron Ave Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)2 1 0 Inflow Area=1.430 ac 2.56 cfs 2.56 cfs Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 34HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Existing Double Culvert [57] Hint: Peaked at 925.50' (Flood elevation advised) Inflow Area = 20.610 ac, 21.93% Impervious, Inflow Depth = 0.01" for 2.5" event Inflow = 0.10 cfs @ 12.15 hrs, Volume= 0.016 af Outflow = 0.10 cfs @ 12.15 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 12.15 hrs, Volume= 0.016 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 925.50' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 925.39'24.0" Round MH 10 to FES 11 L= 72.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 925.39' / 925.01' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Primary 925.39'24.0" Round MH 12 to FES 13 L= 72.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 925.39' / 925.01' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=0.10 cfs @ 12.15 hrs HW=925.50' (Free Discharge) 1=MH 10 to FES 11 (Barrel Controls 0.05 cfs @ 1.16 fps) 2=MH 12 to FES 13 (Barrel Controls 0.05 cfs @ 1.16 fps) Pond 6P: Existing Double Culvert Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=20.610 ac Peak Elev=925.50' 0.10 cfs 0.10 cfs Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 35HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: FES to Bonaire Path Pond 8Pa [57] Hint: Peaked at 928.90' (Flood elevation advised) Inflow Area = 0.950 ac, 13.68% Impervious, Inflow Depth = 0.33" for 2.5" event Inflow = 0.27 cfs @ 12.11 hrs, Volume= 0.026 af Outflow = 0.27 cfs @ 12.11 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Primary = 0.27 cfs @ 12.11 hrs, Volume= 0.026 af Routed to Reach 11R : to Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 928.90' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 928.16'18.0" Round CB 4 to FE 5 L= 38.0' Ke= 0.200 Inlet / Outlet Invert= 928.16' / 928.00' S= 0.0042 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 928.41'18.0" Round CB 3 to CB 4 L= 35.0' Ke= 0.200 Inlet / Outlet Invert= 928.41' / 928.24' S= 0.0049 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #3 Device 2 928.65'15.0" Round FE 3A to CB 3 L= 13.0' Ke= 0.500 Inlet / Outlet Invert= 928.65' / 928.51' S= 0.0108 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=0.27 cfs @ 12.11 hrs HW=928.90' TW=0.00' (Dynamic Tailwater) 1=CB 4 to FE 5 (Passes 0.27 cfs of 1.94 cfs potential flow) 2=CB 3 to CB 4 (Passes 0.27 cfs of 0.93 cfs potential flow) 3=FE 3A to CB 3 (Barrel Controls 0.27 cfs @ 2.24 fps) Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 36HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Pond 8P: FES to Bonaire Path Pond 8Pa Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.950 ac Peak Elev=928.90' 0.27 cfs 0.27 cfs Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 37HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond Pond 1: Pond 1 Inflow Area = 19.620 ac, 23.04% Impervious, Inflow Depth = 0.48" for 2.5" event Inflow = 9.83 cfs @ 12.09 hrs, Volume= 0.787 af Outflow = 0.81 cfs @ 13.90 hrs, Volume= 0.787 af, Atten= 92%, Lag= 108.3 min Discarded = 0.81 cfs @ 13.90 hrs, Volume= 0.787 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 6P : Existing Double Culvert Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 6P : Existing Double Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 931.50' Surf.Area= 0.264 ac Storage= 0.939 af Peak Elev= 931.78' @ 13.90 hrs Surf.Area= 1.067 ac Storage= 1.233 af (0.294 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 157.8 min ( 1,046.1 - 888.4 ) Volume Invert Avail.Storage Storage Description #1 922.00' 10.417 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 922.00 0.020 0.000 0.000 924.00 0.044 0.064 0.064 926.00 0.074 0.118 0.182 928.00 0.112 0.186 0.369 930.00 0.158 0.270 0.639 930.50 0.171 0.082 0.721 931.50 0.264 0.218 0.939 931.51 1.041 0.007 0.945 932.00 1.088 0.522 1.467 934.00 1.283 2.371 3.838 936.00 1.495 2.778 6.616 938.00 2.306 3.801 10.417 Device Routing Invert Outlet Devices #1 Primary 930.30'18.0" Round Culvert L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 930.30' / 930.00' S= 0.0060 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Device 1 935.90'Internal Weir, Cv= 2.62 (C= 3.28) Head (feet) 0.00 3.00 Width (feet) 4.00 4.00 #3 Device 2 930.50'18.0" Round Low Flow L= 20.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 930.00' / 930.50' S= -0.0250 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #4 Device 1 936.40'48.0" Horiz. OCS Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 931.50'1.000 in/hr Infiltration over Surface area above 931.50' Excluded Surface area = 0.264 ac Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 38HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC #6 Secondary 936.50'50.0' long x 20.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Discarded OutFlow Max=0.81 cfs @ 13.90 hrs HW=931.78' (Free Discharge) 5=Infiltration (Exfiltration Controls 0.81 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=931.50' TW=925.39' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 4.87 cfs potential flow) 2=Internal Weir ( Controls 0.00 cfs) 3=Low Flow ( Controls 0.00 cfs) 4=OCS Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=931.50' TW=925.39' (Dynamic Tailwater) 6=EOF ( Controls 0.00 cfs) Pond Pond 1: Pond 1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=19.620 ac Peak Elev=931.78' Storage=1.233 af 9.83 cfs 0.81 cfs 0.81 cfs 0.00 cfs 0.00 cfs Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 39HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond Railroad Ditch FES: Railroad Ditch FES Inflow Area = 2.840 ac, 0.00% Impervious, Inflow Depth = 0.20" for 2.5" event Inflow = 0.28 cfs @ 12.15 hrs, Volume= 0.046 af Outflow = 0.28 cfs @ 12.16 hrs, Volume= 0.046 af, Atten= 1%, Lag= 0.6 min Primary = 0.28 cfs @ 12.16 hrs, Volume= 0.046 af Routed to Pond Pond 1 : Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 936.83' @ 12.16 hrs Surf.Area= 111 sf Storage= 22 cf Plug-Flow detention time= 3.2 min calculated for 0.046 af (100% of inflow) Center-of-Mass det. time= 3.2 min ( 968.2 - 964.9 ) Volume Invert Avail.Storage Storage Description #1 936.62' 81,123 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 936.62 100 0 0 937.00 120 42 42 939.00 328 448 490 940.00 3,380 1,854 2,344 941.00 6,721 5,051 7,394 942.00 9,360 8,041 15,435 943.00 20,283 14,822 30,256 944.00 27,150 23,717 53,973 945.00 27,150 27,150 81,123 Device Routing Invert Outlet Devices #1 Primary 936.62'24.0" Round Culvert L= 24.0' Ke= 0.500 Inlet / Outlet Invert= 936.62' / 935.64' S= 0.0408 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf Primary OutFlow Max=0.28 cfs @ 12.16 hrs HW=936.83' TW=931.64' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.28 cfs @ 1.57 fps) Type II 24-hr 2.5" Rainfall=2.50"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 40HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Pond Railroad Ditch FES: Railroad Ditch FES Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=2.840 ac Peak Elev=936.83' Storage=22 cf 24.0" Round Culvert n=0.025 L=24.0' S=0.0408 '/' 0.28 cfs 0.28 cfs MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 41HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Time span=0.00-100.00 hrs, dt=0.01 hrs, 10001 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=12.370 ac 22.39% Impervious Runoff Depth=1.38"Subcatchment PR1: PR1 Tc=15.0 min CN=69 Runoff=26.78 cfs 1.421 af Runoff Area=1.430 ac 72.73% Impervious Runoff Depth=2.89"Subcatchment PR2: PR2 Tc=15.0 min CN=88 Runoff=6.58 cfs 0.344 af Runoff Area=0.950 ac 13.68% Impervious Runoff Depth=1.19"Subcatchment PR3: PR3 Tc=15.0 min CN=66 Runoff=1.73 cfs 0.094 af Runoff Area=0.990 ac 0.00% Impervious Runoff Depth=0.90"Subcatchment PR4: PR4 Tc=15.0 min CN=61 Runoff=1.27 cfs 0.074 af Runoff Area=2.840 ac 0.00% Impervious Runoff Depth=0.90"Subcatchment PR5: PR5 Tc=15.0 min CN=61 Runoff=3.65 cfs 0.213 af Runoff Area=1.880 ac 0.00% Impervious Runoff Depth=0.90"Subcatchment PR6: PR6 Tc=15.0 min CN=61 Runoff=2.41 cfs 0.141 af Runoff Area=2.530 ac 69.17% Impervious Runoff Depth=2.79"Subcatchment PR7: PR7 Tc=15.0 min CN=87 Runoff=11.31 cfs 0.589 af Inflow=1.73 cfs 0.094 afReach 11R: to Pond 1 Outflow=1.73 cfs 0.094 af Inflow=6.58 cfs 0.344 afReach 12R: to Akron Ave Outflow=6.58 cfs 0.344 af Peak Elev=925.75' Inflow=1.27 cfs 0.074 afPond 6P: Existing Double Culvert Outflow=1.27 cfs 0.074 af Peak Elev=929.38' Inflow=1.73 cfs 0.094 afPond 8P: FES to Bonaire Path Pond 8Pa Outflow=1.73 cfs 0.094 af Peak Elev=933.09' Storage=2.710 af Inflow=43.98 cfs 2.364 afPond Pond 1: Pond 1 Discarded=0.94 cfs 2.364 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.94 cfs 2.364 af Peak Elev=937.43' Storage=103 cf Inflow=3.65 cfs 0.213 afPond Railroad Ditch FES: Railroad Ditch FES 24.0" Round Culvert n=0.025 L=24.0' S=0.0408 '/' Outflow=3.64 cfs 0.213 af Total Runoff Area = 22.990 ac Runoff Volume = 2.876 af Average Runoff Depth = 1.50" 75.25% Pervious = 17.300 ac 24.75% Impervious = 5.690 ac MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 42HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: PR1 Runoff = 26.78 cfs @ 12.25 hrs, Volume= 1.421 af, Depth= 1.38" Routed to Pond Pond 1 : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 10-yr Rainfall=4.17" Area (ac) CN Description * 2.770 98 Proposed Impervious 9.600 61 >75% Grass cover, Good, HSG B 12.370 69 Weighted Average 9.600 61 77.61% Pervious Area 2.770 98 22.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR1: PR1 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 1 10-yr Rainfall=4.17" Runoff Area=12.370 ac Runoff Volume=1.421 af Runoff Depth=1.38" Tc=15.0 min CN=69 26.78 cfs MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 43HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: PR2 Runoff = 6.58 cfs @ 12.23 hrs, Volume= 0.344 af, Depth= 2.89" Routed to Reach 12R : to Akron Ave Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 10-yr Rainfall=4.17" Area (ac) CN Description * 1.040 98 Proposed Impervious 0.390 61 >75% Grass cover, Good, HSG B 1.430 88 Weighted Average 0.390 61 27.27% Pervious Area 1.040 98 72.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR2: PR2 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)7 6 5 4 3 2 1 0 MSE 24-hr 1 10-yr Rainfall=4.17" Runoff Area=1.430 ac Runoff Volume=0.344 af Runoff Depth=2.89" Tc=15.0 min CN=88 6.58 cfs MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 44HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: PR3 Runoff = 1.73 cfs @ 12.25 hrs, Volume= 0.094 af, Depth= 1.19" Routed to Pond 8P : FES to Bonaire Path Pond 8Pa Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 10-yr Rainfall=4.17" Area (ac) CN Description * 0.130 98 Proposed Impervious 0.820 61 >75% Grass cover, Good, HSG B 0.950 66 Weighted Average 0.820 61 86.32% Pervious Area 0.130 98 13.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR3: PR3 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)1 0 MSE 24-hr 1 10-yr Rainfall=4.17" Runoff Area=0.950 ac Runoff Volume=0.094 af Runoff Depth=1.19" Tc=15.0 min CN=66 1.73 cfs MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 45HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: PR4 Runoff = 1.27 cfs @ 12.26 hrs, Volume= 0.074 af, Depth= 0.90" Routed to Pond 6P : Existing Double Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 10-yr Rainfall=4.17" Area (ac) CN Description * 0.000 98 Proposed Impervious 0.990 61 >75% Grass cover, Good, HSG B 0.990 61 Weighted Average 0.990 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR4: PR4 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)1 0 MSE 24-hr 1 10-yr Rainfall=4.17" Runoff Area=0.990 ac Runoff Volume=0.074 af Runoff Depth=0.90" Tc=15.0 min CN=61 1.27 cfs MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 46HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR5: PR5 Runoff = 3.65 cfs @ 12.26 hrs, Volume= 0.213 af, Depth= 0.90" Routed to Pond Railroad Ditch FES : Railroad Ditch FES Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 10-yr Rainfall=4.17" Area (ac) CN Description 2.840 61 >75% Grass cover, Good, HSG B 2.840 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR5: PR5 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 MSE 24-hr 1 10-yr Rainfall=4.17" Runoff Area=2.840 ac Runoff Volume=0.213 af Runoff Depth=0.90" Tc=15.0 min CN=61 3.65 cfs MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 47HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR6: PR6 Runoff = 2.41 cfs @ 12.26 hrs, Volume= 0.141 af, Depth= 0.90" Routed to Pond Pond 1 : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 10-yr Rainfall=4.17" Area (ac) CN Description 1.880 61 >75% Grass cover, Good, HSG B 1.880 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR6: PR6 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)2 1 0 MSE 24-hr 1 10-yr Rainfall=4.17" Runoff Area=1.880 ac Runoff Volume=0.141 af Runoff Depth=0.90" Tc=15.0 min CN=61 2.41 cfs MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 48HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR7: PR7 Runoff = 11.31 cfs @ 12.23 hrs, Volume= 0.589 af, Depth= 2.79" Routed to Pond Pond 1 : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 10-yr Rainfall=4.17" Area (ac) CN Description * 0.710 98 Proposed Impervious 0.780 61 >75% Grass cover, Good, HSG B * 1.040 98 BMP 2.530 87 Weighted Average 0.780 61 30.83% Pervious Area 1.750 98 69.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR7: PR7 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 1 10-yr Rainfall=4.17" Runoff Area=2.530 ac Runoff Volume=0.589 af Runoff Depth=2.79" Tc=15.0 min CN=87 11.31 cfs MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 49HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 11R: to Pond 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.950 ac, 13.68% Impervious, Inflow Depth = 1.19" for 10-yr event Inflow = 1.73 cfs @ 12.25 hrs, Volume= 0.094 af Outflow = 1.73 cfs @ 12.25 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 11R: to Pond 1 Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)1 0 Inflow Area=0.950 ac 1.73 cfs 1.73 cfs MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 50HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 12R: to Akron Ave [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.430 ac, 72.73% Impervious, Inflow Depth = 2.89" for 10-yr event Inflow = 6.58 cfs @ 12.23 hrs, Volume= 0.344 af Outflow = 6.58 cfs @ 12.23 hrs, Volume= 0.344 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 12R: to Akron Ave Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.430 ac 6.58 cfs 6.58 cfs MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 51HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Existing Double Culvert [57] Hint: Peaked at 925.75' (Flood elevation advised) Inflow Area = 20.610 ac, 21.93% Impervious, Inflow Depth = 0.04" for 10-yr event Inflow = 1.27 cfs @ 12.26 hrs, Volume= 0.074 af Outflow = 1.27 cfs @ 12.26 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.0 min Primary = 1.27 cfs @ 12.26 hrs, Volume= 0.074 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 925.75' @ 12.26 hrs Device Routing Invert Outlet Devices #1 Primary 925.39'24.0" Round MH 10 to FES 11 L= 72.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 925.39' / 925.01' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Primary 925.39'24.0" Round MH 12 to FES 13 L= 72.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 925.39' / 925.01' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=1.27 cfs @ 12.26 hrs HW=925.75' (Free Discharge) 1=MH 10 to FES 11 (Barrel Controls 0.64 cfs @ 2.47 fps) 2=MH 12 to FES 13 (Barrel Controls 0.64 cfs @ 2.47 fps) Pond 6P: Existing Double Culvert Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)1 0 Inflow Area=20.610 ac Peak Elev=925.75' 1.27 cfs 1.27 cfs MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 52HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: FES to Bonaire Path Pond 8Pa [57] Hint: Peaked at 929.38' (Flood elevation advised) Inflow Area = 0.950 ac, 13.68% Impervious, Inflow Depth = 1.19" for 10-yr event Inflow = 1.73 cfs @ 12.25 hrs, Volume= 0.094 af Outflow = 1.73 cfs @ 12.25 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 1.73 cfs @ 12.25 hrs, Volume= 0.094 af Routed to Reach 11R : to Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 929.38' @ 12.25 hrs Device Routing Invert Outlet Devices #1 Primary 928.16'18.0" Round CB 4 to FE 5 L= 38.0' Ke= 0.200 Inlet / Outlet Invert= 928.16' / 928.00' S= 0.0042 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 928.41'18.0" Round CB 3 to CB 4 L= 35.0' Ke= 0.200 Inlet / Outlet Invert= 928.41' / 928.24' S= 0.0049 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #3 Device 2 928.65'15.0" Round FE 3A to CB 3 L= 13.0' Ke= 0.500 Inlet / Outlet Invert= 928.65' / 928.51' S= 0.0108 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=1.73 cfs @ 12.25 hrs HW=929.38' TW=0.00' (Dynamic Tailwater) 1=CB 4 to FE 5 (Passes 1.73 cfs of 4.60 cfs potential flow) 2=CB 3 to CB 4 (Passes 1.73 cfs of 3.20 cfs potential flow) 3=FE 3A to CB 3 (Barrel Controls 1.73 cfs @ 3.36 fps) MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 53HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Pond 8P: FES to Bonaire Path Pond 8Pa Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)1 0 Inflow Area=0.950 ac Peak Elev=929.38' 1.73 cfs 1.73 cfs MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 54HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond Pond 1: Pond 1 Inflow Area = 19.620 ac, 23.04% Impervious, Inflow Depth = 1.45" for 10-yr event Inflow = 43.98 cfs @ 12.25 hrs, Volume= 2.364 af Outflow = 0.94 cfs @ 15.27 hrs, Volume= 2.364 af, Atten= 98%, Lag= 181.3 min Discarded = 0.94 cfs @ 15.27 hrs, Volume= 2.364 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 6P : Existing Double Culvert Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 6P : Existing Double Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 931.50' Surf.Area= 0.264 ac Storage= 0.939 af Peak Elev= 933.09' @ 15.27 hrs Surf.Area= 1.194 ac Storage= 2.710 af (1.771 af above start) Plug-Flow detention time= 1,284.7 min calculated for 1.425 af (60% of inflow) Center-of-Mass det. time= 834.7 min ( 1,637.5 - 802.8 ) Volume Invert Avail.Storage Storage Description #1 922.00' 10.417 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 922.00 0.020 0.000 0.000 924.00 0.044 0.064 0.064 926.00 0.074 0.118 0.182 928.00 0.112 0.186 0.369 930.00 0.158 0.270 0.639 930.50 0.171 0.082 0.721 931.50 0.264 0.218 0.939 931.51 1.041 0.007 0.945 932.00 1.088 0.522 1.467 934.00 1.283 2.371 3.838 936.00 1.495 2.778 6.616 938.00 2.306 3.801 10.417 Device Routing Invert Outlet Devices #1 Primary 930.30'18.0" Round Culvert L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 930.30' / 930.00' S= 0.0060 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Device 1 935.90'Internal Weir, Cv= 2.62 (C= 3.28) Head (feet) 0.00 3.00 Width (feet) 4.00 4.00 #3 Device 2 930.50'18.0" Round Low Flow L= 20.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 930.00' / 930.50' S= -0.0250 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #4 Device 1 936.40'48.0" Horiz. OCS Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 931.50'1.000 in/hr Infiltration over Surface area above 931.50' Excluded Surface area = 0.264 ac MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 55HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC #6 Secondary 936.50'50.0' long x 20.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Discarded OutFlow Max=0.94 cfs @ 15.27 hrs HW=933.09' (Free Discharge) 5=Infiltration (Exfiltration Controls 0.94 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=931.50' TW=925.39' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 4.87 cfs potential flow) 2=Internal Weir ( Controls 0.00 cfs) 3=Low Flow ( Controls 0.00 cfs) 4=OCS Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=931.50' TW=925.39' (Dynamic Tailwater) 6=EOF ( Controls 0.00 cfs) Pond Pond 1: Pond 1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)45 40 35 30 25 20 15 10 5 0 Inflow Area=19.620 ac Peak Elev=933.09' Storage=2.710 af 43.98 cfs 0.94 cfs 0.94 cfs 0.00 cfs 0.00 cfs MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 56HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond Railroad Ditch FES: Railroad Ditch FES Inflow Area = 2.840 ac, 0.00% Impervious, Inflow Depth = 0.90" for 10-yr event Inflow = 3.65 cfs @ 12.26 hrs, Volume= 0.213 af Outflow = 3.64 cfs @ 12.27 hrs, Volume= 0.213 af, Atten= 0%, Lag= 0.4 min Primary = 3.64 cfs @ 12.27 hrs, Volume= 0.213 af Routed to Pond Pond 1 : Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 937.43' @ 12.27 hrs Surf.Area= 165 sf Storage= 103 cf Plug-Flow detention time= 1.2 min calculated for 0.213 af (100% of inflow) Center-of-Mass det. time= 1.2 min ( 822.4 - 821.2 ) Volume Invert Avail.Storage Storage Description #1 936.62' 81,123 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 936.62 100 0 0 937.00 120 42 42 939.00 328 448 490 940.00 3,380 1,854 2,344 941.00 6,721 5,051 7,394 942.00 9,360 8,041 15,435 943.00 20,283 14,822 30,256 944.00 27,150 23,717 53,973 945.00 27,150 27,150 81,123 Device Routing Invert Outlet Devices #1 Primary 936.62'24.0" Round Culvert L= 24.0' Ke= 0.500 Inlet / Outlet Invert= 936.62' / 935.64' S= 0.0408 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf Primary OutFlow Max=3.64 cfs @ 12.27 hrs HW=937.43' TW=932.07' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.64 cfs @ 3.06 fps) MSE 24-hr 1 10-yr Rainfall=4.17"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 57HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Pond Railroad Ditch FES: Railroad Ditch FES Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Inflow Area=2.840 ac Peak Elev=937.43' Storage=103 cf 24.0" Round Culvert n=0.025 L=24.0' S=0.0408 '/' 3.65 cfs 3.64 cfs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 58HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Time span=0.00-100.00 hrs, dt=0.01 hrs, 10001 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=12.370 ac 22.39% Impervious Runoff Depth>1.62"Subcatchment PR1: PR1 Tc=15.0 min AMC Adjusted CN=98 Runoff=0.43 cfs 1.671 af Runoff Area=1.430 ac 72.73% Impervious Runoff Depth>1.62"Subcatchment PR2: PR2 Tc=15.0 min AMC Adjusted CN=98 Runoff=0.05 cfs 0.193 af Runoff Area=0.950 ac 13.68% Impervious Runoff Depth>1.62"Subcatchment PR3: PR3 Tc=15.0 min AMC Adjusted CN=98 Runoff=0.03 cfs 0.128 af Runoff Area=0.990 ac 0.00% Impervious Runoff Depth>1.62"Subcatchment PR4: PR4 Tc=15.0 min AMC Adjusted CN=98 Runoff=0.03 cfs 0.134 af Runoff Area=2.840 ac 0.00% Impervious Runoff Depth>1.62"Subcatchment PR5: PR5 Tc=15.0 min AMC Adjusted CN=98 Runoff=0.10 cfs 0.384 af Runoff Area=1.880 ac 0.00% Impervious Runoff Depth>1.62"Subcatchment PR6: PR6 Tc=15.0 min AMC Adjusted CN=98 Runoff=0.06 cfs 0.254 af Runoff Area=2.530 ac 69.17% Impervious Runoff Depth>1.62"Subcatchment PR7: PR7 Tc=15.0 min AMC Adjusted CN=98 Runoff=0.09 cfs 0.342 af Inflow=0.03 cfs 0.128 afReach 11R: to Pond 1 Outflow=0.03 cfs 0.128 af Inflow=0.05 cfs 0.193 afReach 12R: to Akron Ave Outflow=0.05 cfs 0.193 af Peak Elev=925.46' Inflow=0.03 cfs 0.134 afPond 6P: Existing Double Culvert Outflow=0.03 cfs 0.134 af Peak Elev=928.74' Inflow=0.03 cfs 0.128 afPond 8P: FES to Bonaire Path Pond 8Pa Outflow=0.03 cfs 0.128 af Peak Elev=931.51' Storage=0.944 af Inflow=0.67 cfs 2.651 afPond Pond 1: Pond 1 Discarded=0.67 cfs 2.645 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.67 cfs 2.645 af Peak Elev=936.75' Storage=13 cf Inflow=0.10 cfs 0.384 afPond Railroad Ditch FES: Railroad Ditch FES 24.0" Round Culvert n=0.025 L=24.0' S=0.0408 '/' Outflow=0.10 cfs 0.383 af Total Runoff Area = 22.990 ac Runoff Volume = 3.106 af Average Runoff Depth = 1.62" 75.25% Pervious = 17.300 ac 24.75% Impervious = 5.690 ac Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 59HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: PR1 [73] Warning: Peak may fall outside time span Runoff = 0.43 cfs @ 99.98 hrs, Volume= 1.671 af, Depth> 1.62" Routed to Pond Pond 1 : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4 Area (ac) CN Adj Description * 2.770 98 Proposed Impervious 9.600 61 >75% Grass cover, Good, HSG B 12.370 69 98 Weighted Average, AMC Adjusted 9.600 61 98 77.61% Pervious Area, AMC Adjusted 2.770 98 98 22.39% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR1: PR1 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41" AMC=4 Runoff Area=12.370 ac Runoff Volume=1.671 af Runoff Depth>1.62" Tc=15.0 min AMC Adjusted CN=98 0.43 cfs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 60HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: PR2 [73] Warning: Peak may fall outside time span Runoff = 0.05 cfs @ 99.98 hrs, Volume= 0.193 af, Depth> 1.62" Routed to Reach 12R : to Akron Ave Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4 Area (ac) CN Adj Description * 1.040 98 Proposed Impervious 0.390 61 >75% Grass cover, Good, HSG B 1.430 88 98 Weighted Average, AMC Adjusted 0.390 61 98 27.27% Pervious Area, AMC Adjusted 1.040 98 98 72.73% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR2: PR2 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41" AMC=4 Runoff Area=1.430 ac Runoff Volume=0.193 af Runoff Depth>1.62" Tc=15.0 min AMC Adjusted CN=98 0.05 cfs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 61HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: PR3 [73] Warning: Peak may fall outside time span Runoff = 0.03 cfs @ 99.98 hrs, Volume= 0.128 af, Depth> 1.62" Routed to Pond 8P : FES to Bonaire Path Pond 8Pa Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4 Area (ac) CN Adj Description * 0.130 98 Proposed Impervious 0.820 61 >75% Grass cover, Good, HSG B 0.950 66 98 Weighted Average, AMC Adjusted 0.820 61 98 86.32% Pervious Area, AMC Adjusted 0.130 98 98 13.68% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR3: PR3 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41" AMC=4 Runoff Area=0.950 ac Runoff Volume=0.128 af Runoff Depth>1.62" Tc=15.0 min AMC Adjusted CN=98 0.03 cfs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 62HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: PR4 [73] Warning: Peak may fall outside time span Runoff = 0.03 cfs @ 99.98 hrs, Volume= 0.134 af, Depth> 1.62" Routed to Pond 6P : Existing Double Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4 Area (ac) CN Adj Description * 0.000 98 Proposed Impervious 0.990 61 >75% Grass cover, Good, HSG B 0.990 61 98 Weighted Average, AMC Adjusted 0.990 61 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR4: PR4 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41" AMC=4 Runoff Area=0.990 ac Runoff Volume=0.134 af Runoff Depth>1.62" Tc=15.0 min AMC Adjusted CN=98 0.03 cfs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 63HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR5: PR5 [73] Warning: Peak may fall outside time span Runoff = 0.10 cfs @ 99.98 hrs, Volume= 0.384 af, Depth> 1.62" Routed to Pond Railroad Ditch FES : Railroad Ditch FES Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4 Area (ac) CN Adj Description 2.840 61 >75% Grass cover, Good, HSG B 2.840 61 98 Weighted Average, AMC Adjusted 2.840 61 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR5: PR5 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41" AMC=4 Runoff Area=2.840 ac Runoff Volume=0.384 af Runoff Depth>1.62" Tc=15.0 min AMC Adjusted CN=98 0.10 cfs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 64HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR6: PR6 [73] Warning: Peak may fall outside time span Runoff = 0.06 cfs @ 99.98 hrs, Volume= 0.254 af, Depth> 1.62" Routed to Pond Pond 1 : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4 Area (ac) CN Adj Description 1.880 61 >75% Grass cover, Good, HSG B 1.880 61 98 Weighted Average, AMC Adjusted 1.880 61 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR6: PR6 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41" AMC=4 Runoff Area=1.880 ac Runoff Volume=0.254 af Runoff Depth>1.62" Tc=15.0 min AMC Adjusted CN=98 0.06 cfs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 65HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR7: PR7 [73] Warning: Peak may fall outside time span Runoff = 0.09 cfs @ 99.98 hrs, Volume= 0.342 af, Depth> 1.62" Routed to Pond Pond 1 : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4 Area (ac) CN Adj Description * 0.710 98 Proposed Impervious 0.780 61 >75% Grass cover, Good, HSG B * 1.040 98 BMP 2.530 87 98 Weighted Average, AMC Adjusted 0.780 61 98 30.83% Pervious Area, AMC Adjusted 1.750 98 98 69.17% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR7: PR7 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41" AMC=4 Runoff Area=2.530 ac Runoff Volume=0.342 af Runoff Depth>1.62" Tc=15.0 min AMC Adjusted CN=98 0.09 cfs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 66HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 11R: to Pond 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.950 ac, 13.68% Impervious, Inflow Depth > 1.62" for 10d Snowmelt event Inflow = 0.03 cfs @ 99.98 hrs, Volume= 0.128 af Outflow = 0.03 cfs @ 99.98 hrs, Volume= 0.128 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 11R: to Pond 1 Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.950 ac 0.03 cfs 0.03 cfs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 67HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 12R: to Akron Ave [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.430 ac, 72.73% Impervious, Inflow Depth > 1.62" for 10d Snowmelt event Inflow = 0.05 cfs @ 99.98 hrs, Volume= 0.193 af Outflow = 0.05 cfs @ 99.98 hrs, Volume= 0.193 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 12R: to Akron Ave Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=1.430 ac 0.05 cfs 0.05 cfs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 68HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Existing Double Culvert [57] Hint: Peaked at 925.46' (Flood elevation advised) Inflow Area = 20.610 ac, 21.93% Impervious, Inflow Depth > 0.08" for 10d Snowmelt event Inflow = 0.03 cfs @ 99.98 hrs, Volume= 0.134 af Outflow = 0.03 cfs @ 99.98 hrs, Volume= 0.134 af, Atten= 0%, Lag= 0.0 min Primary = 0.03 cfs @ 99.98 hrs, Volume= 0.134 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 925.46' @ 99.98 hrs Device Routing Invert Outlet Devices #1 Primary 925.39'24.0" Round MH 10 to FES 11 L= 72.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 925.39' / 925.01' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Primary 925.39'24.0" Round MH 12 to FES 13 L= 72.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 925.39' / 925.01' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=0.03 cfs @ 99.98 hrs HW=925.46' (Free Discharge) 1=MH 10 to FES 11 (Barrel Controls 0.02 cfs @ 0.84 fps) 2=MH 12 to FES 13 (Barrel Controls 0.02 cfs @ 0.84 fps) Pond 6P: Existing Double Culvert Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=20.610 ac Peak Elev=925.46' 0.03 cfs 0.03 cfs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 69HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: FES to Bonaire Path Pond 8Pa [57] Hint: Peaked at 928.74' (Flood elevation advised) Inflow Area = 0.950 ac, 13.68% Impervious, Inflow Depth > 1.62" for 10d Snowmelt event Inflow = 0.03 cfs @ 99.98 hrs, Volume= 0.128 af Outflow = 0.03 cfs @ 99.98 hrs, Volume= 0.128 af, Atten= 0%, Lag= 0.0 min Primary = 0.03 cfs @ 99.98 hrs, Volume= 0.128 af Routed to Reach 11R : to Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 928.74' @ 99.98 hrs Device Routing Invert Outlet Devices #1 Primary 928.16'18.0" Round CB 4 to FE 5 L= 38.0' Ke= 0.200 Inlet / Outlet Invert= 928.16' / 928.00' S= 0.0042 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 928.41'18.0" Round CB 3 to CB 4 L= 35.0' Ke= 0.200 Inlet / Outlet Invert= 928.41' / 928.24' S= 0.0049 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #3 Device 2 928.65'15.0" Round FE 3A to CB 3 L= 13.0' Ke= 0.500 Inlet / Outlet Invert= 928.65' / 928.51' S= 0.0108 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=0.03 cfs @ 99.98 hrs HW=928.74' TW=0.00' (Dynamic Tailwater) 1=CB 4 to FE 5 (Passes 0.03 cfs of 1.21 cfs potential flow) 2=CB 3 to CB 4 (Passes 0.03 cfs of 0.41 cfs potential flow) 3=FE 3A to CB 3 (Barrel Controls 0.03 cfs @ 1.34 fps) Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 70HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Pond 8P: FES to Bonaire Path Pond 8Pa Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.950 ac Peak Elev=928.74' 0.03 cfs 0.03 cfs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 71HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond Pond 1: Pond 1 Inflow Area = 19.620 ac, 23.04% Impervious, Inflow Depth > 1.62" for 10d Snowmelt event Inflow = 0.67 cfs @ 99.99 hrs, Volume= 2.651 af Outflow = 0.67 cfs @ 100.00 hrs, Volume= 2.645 af, Atten= 0%, Lag= 0.6 min Discarded = 0.67 cfs @ 100.00 hrs, Volume= 2.645 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 6P : Existing Double Culvert Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 6P : Existing Double Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 931.50' Surf.Area= 0.264 ac Storage= 0.939 af Peak Elev= 931.51' @ 100.00 hrs Surf.Area= 0.931 ac Storage= 0.944 af (0.005 af above start) Plug-Flow detention time= 1,844.0 min calculated for 1.707 af (64% of inflow) Center-of-Mass det. time= 0.1 min ( 3,827.1 - 3,827.0 ) Volume Invert Avail.Storage Storage Description #1 922.00' 10.417 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 922.00 0.020 0.000 0.000 924.00 0.044 0.064 0.064 926.00 0.074 0.118 0.182 928.00 0.112 0.186 0.369 930.00 0.158 0.270 0.639 930.50 0.171 0.082 0.721 931.50 0.264 0.218 0.939 931.51 1.041 0.007 0.945 932.00 1.088 0.522 1.467 934.00 1.283 2.371 3.838 936.00 1.495 2.778 6.616 938.00 2.306 3.801 10.417 Device Routing Invert Outlet Devices #1 Primary 930.30'18.0" Round Culvert L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 930.30' / 930.00' S= 0.0060 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Device 1 935.90'Internal Weir, Cv= 2.62 (C= 3.28) Head (feet) 0.00 3.00 Width (feet) 4.00 4.00 #3 Device 2 930.50'18.0" Round Low Flow L= 20.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 930.00' / 930.50' S= -0.0250 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #4 Device 1 936.40'48.0" Horiz. OCS Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 931.50'1.000 in/hr Infiltration over Surface area above 931.50' Excluded Surface area = 0.264 ac Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 72HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC #6 Secondary 936.50'50.0' long x 20.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Discarded OutFlow Max=0.67 cfs @ 100.00 hrs HW=931.51' (Free Discharge) 5=Infiltration (Exfiltration Controls 0.67 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=931.50' TW=925.39' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 4.87 cfs potential flow) 2=Internal Weir ( Controls 0.00 cfs) 3=Low Flow ( Controls 0.00 cfs) 4=OCS Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=931.50' TW=925.39' (Dynamic Tailwater) 6=EOF ( Controls 0.00 cfs) Pond Pond 1: Pond 1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=19.620 ac Peak Elev=931.51' Storage=0.944 af 0.67 cfs 0.67 cfs 0.67 cfs 0.00 cfs 0.00 cfs Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 73HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond Railroad Ditch FES: Railroad Ditch FES Inflow Area = 2.840 ac, 0.00% Impervious, Inflow Depth > 1.62" for 10d Snowmelt event Inflow = 0.10 cfs @ 99.98 hrs, Volume= 0.384 af Outflow = 0.10 cfs @ 100.00 hrs, Volume= 0.383 af, Atten= 0%, Lag= 0.9 min Primary = 0.10 cfs @ 100.00 hrs, Volume= 0.383 af Routed to Pond Pond 1 : Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 936.75' @ 100.00 hrs Surf.Area= 107 sf Storage= 13 cf Plug-Flow detention time= 3.1 min calculated for 0.383 af (100% of inflow) Center-of-Mass det. time= 1.4 min ( 3,828.2 - 3,826.8 ) Volume Invert Avail.Storage Storage Description #1 936.62' 81,123 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 936.62 100 0 0 937.00 120 42 42 939.00 328 448 490 940.00 3,380 1,854 2,344 941.00 6,721 5,051 7,394 942.00 9,360 8,041 15,435 943.00 20,283 14,822 30,256 944.00 27,150 23,717 53,973 945.00 27,150 27,150 81,123 Device Routing Invert Outlet Devices #1 Primary 936.62'24.0" Round Culvert L= 24.0' Ke= 0.500 Inlet / Outlet Invert= 936.62' / 935.64' S= 0.0408 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf Primary OutFlow Max=0.10 cfs @ 100.00 hrs HW=936.75' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.10 cfs @ 1.82 fps) Spillway 1-day 10-day 10d Snowmelt Rainfall=7.41", AMC=4Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 74HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Pond Railroad Ditch FES: Railroad Ditch FES Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=2.840 ac Peak Elev=936.75' Storage=13 cf 24.0" Round Culvert n=0.025 L=24.0' S=0.0408 '/' 0.10 cfs 0.10 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 75HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Time span=0.00-100.00 hrs, dt=0.01 hrs, 10001 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=12.370 ac 22.39% Impervious Runoff Depth=3.85"Subcatchment PR1: PR1 Tc=15.0 min CN=69 Runoff=77.24 cfs 3.972 af Runoff Area=1.430 ac 72.73% Impervious Runoff Depth=5.99"Subcatchment PR2: PR2 Tc=15.0 min CN=88 Runoff=13.21 cfs 0.714 af Runoff Area=0.950 ac 13.68% Impervious Runoff Depth=3.53"Subcatchment PR3: PR3 Tc=15.0 min CN=66 Runoff=5.43 cfs 0.279 af Runoff Area=0.990 ac 0.00% Impervious Runoff Depth=3.00"Subcatchment PR4: PR4 Tc=15.0 min CN=61 Runoff=4.77 cfs 0.248 af Runoff Area=2.840 ac 0.00% Impervious Runoff Depth=3.00"Subcatchment PR5: PR5 Tc=15.0 min CN=61 Runoff=13.69 cfs 0.710 af Runoff Area=1.880 ac 0.00% Impervious Runoff Depth=3.00"Subcatchment PR6: PR6 Tc=15.0 min CN=61 Runoff=9.06 cfs 0.470 af Runoff Area=2.530 ac 69.17% Impervious Runoff Depth=5.88"Subcatchment PR7: PR7 Tc=15.0 min CN=87 Runoff=23.05 cfs 1.239 af Inflow=5.43 cfs 0.279 afReach 11R: to Pond 1 Outflow=5.43 cfs 0.279 af Inflow=13.21 cfs 0.714 afReach 12R: to Akron Ave Outflow=13.21 cfs 0.714 af Peak Elev=926.10' Inflow=4.77 cfs 0.248 afPond 6P: Existing Double Culvert Outflow=4.77 cfs 0.248 af Peak Elev=930.27' Inflow=5.43 cfs 0.279 afPond 8P: FES to Bonaire Path Pond 8Pa Outflow=5.43 cfs 0.279 af Peak Elev=935.79' Storage=6.305 af Inflow=122.77 cfs 6.391 afPond Pond 1: Pond 1 Discarded=1.22 cfs 6.391 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=1.22 cfs 6.391 af Peak Elev=938.43' Storage=318 cf Inflow=13.69 cfs 0.710 afPond Railroad Ditch FES: Railroad Ditch FES 24.0" Round Culvert n=0.025 L=24.0' S=0.0408 '/' Outflow=13.65 cfs 0.710 af Total Runoff Area = 22.990 ac Runoff Volume = 7.632 af Average Runoff Depth = 3.98" 75.25% Pervious = 17.300 ac 24.75% Impervious = 5.690 ac MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 76HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: PR1 Runoff = 77.24 cfs @ 12.24 hrs, Volume= 3.972 af, Depth= 3.85" Routed to Pond Pond 1 : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 100-yr Rainfall=7.41" Area (ac) CN Description * 2.770 98 Proposed Impervious 9.600 61 >75% Grass cover, Good, HSG B 12.370 69 Weighted Average 9.600 61 77.61% Pervious Area 2.770 98 22.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR1: PR1 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 1 100-yr Rainfall=7.41" Runoff Area=12.370 ac Runoff Volume=3.972 af Runoff Depth=3.85" Tc=15.0 min CN=69 77.24 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 77HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: PR2 Runoff = 13.21 cfs @ 12.22 hrs, Volume= 0.714 af, Depth= 5.99" Routed to Reach 12R : to Akron Ave Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 100-yr Rainfall=7.41" Area (ac) CN Description * 1.040 98 Proposed Impervious 0.390 61 >75% Grass cover, Good, HSG B 1.430 88 Weighted Average 0.390 61 27.27% Pervious Area 1.040 98 72.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR2: PR2 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 1 100-yr Rainfall=7.41" Runoff Area=1.430 ac Runoff Volume=0.714 af Runoff Depth=5.99" Tc=15.0 min CN=88 13.21 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 78HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: PR3 Runoff = 5.43 cfs @ 12.24 hrs, Volume= 0.279 af, Depth= 3.53" Routed to Pond 8P : FES to Bonaire Path Pond 8Pa Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 100-yr Rainfall=7.41" Area (ac) CN Description * 0.130 98 Proposed Impervious 0.820 61 >75% Grass cover, Good, HSG B 0.950 66 Weighted Average 0.820 61 86.32% Pervious Area 0.130 98 13.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR3: PR3 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)6 5 4 3 2 1 0 MSE 24-hr 1 100-yr Rainfall=7.41" Runoff Area=0.950 ac Runoff Volume=0.279 af Runoff Depth=3.53" Tc=15.0 min CN=66 5.43 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 79HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: PR4 Runoff = 4.77 cfs @ 12.25 hrs, Volume= 0.248 af, Depth= 3.00" Routed to Pond 6P : Existing Double Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 100-yr Rainfall=7.41" Area (ac) CN Description * 0.000 98 Proposed Impervious 0.990 61 >75% Grass cover, Good, HSG B 0.990 61 Weighted Average 0.990 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR4: PR4 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)5 4 3 2 1 0 MSE 24-hr 1 100-yr Rainfall=7.41" Runoff Area=0.990 ac Runoff Volume=0.248 af Runoff Depth=3.00" Tc=15.0 min CN=61 4.77 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 80HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR5: PR5 Runoff = 13.69 cfs @ 12.25 hrs, Volume= 0.710 af, Depth= 3.00" Routed to Pond Railroad Ditch FES : Railroad Ditch FES Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 100-yr Rainfall=7.41" Area (ac) CN Description 2.840 61 >75% Grass cover, Good, HSG B 2.840 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR5: PR5 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 1 100-yr Rainfall=7.41" Runoff Area=2.840 ac Runoff Volume=0.710 af Runoff Depth=3.00" Tc=15.0 min CN=61 13.69 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 81HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR6: PR6 Runoff = 9.06 cfs @ 12.25 hrs, Volume= 0.470 af, Depth= 3.00" Routed to Pond Pond 1 : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 100-yr Rainfall=7.41" Area (ac) CN Description 1.880 61 >75% Grass cover, Good, HSG B 1.880 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR6: PR6 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 1 100-yr Rainfall=7.41" Runoff Area=1.880 ac Runoff Volume=0.470 af Runoff Depth=3.00" Tc=15.0 min CN=61 9.06 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 82HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR7: PR7 Runoff = 23.05 cfs @ 12.22 hrs, Volume= 1.239 af, Depth= 5.88" Routed to Pond Pond 1 : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 100-yr Rainfall=7.41" Area (ac) CN Description * 0.710 98 Proposed Impervious 0.780 61 >75% Grass cover, Good, HSG B * 1.040 98 BMP 2.530 87 Weighted Average 0.780 61 30.83% Pervious Area 1.750 98 69.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment PR7: PR7 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 1 100-yr Rainfall=7.41" Runoff Area=2.530 ac Runoff Volume=1.239 af Runoff Depth=5.88" Tc=15.0 min CN=87 23.05 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 83HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 11R: to Pond 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.950 ac, 13.68% Impervious, Inflow Depth = 3.53" for 100-yr event Inflow = 5.43 cfs @ 12.24 hrs, Volume= 0.279 af Outflow = 5.43 cfs @ 12.24 hrs, Volume= 0.279 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 11R: to Pond 1 Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.950 ac 5.43 cfs 5.43 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 84HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 12R: to Akron Ave [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.430 ac, 72.73% Impervious, Inflow Depth = 5.99" for 100-yr event Inflow = 13.21 cfs @ 12.22 hrs, Volume= 0.714 af Outflow = 13.21 cfs @ 12.22 hrs, Volume= 0.714 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 12R: to Akron Ave Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.430 ac 13.21 cfs 13.21 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 85HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Existing Double Culvert [57] Hint: Peaked at 926.10' (Flood elevation advised) Inflow Area = 20.610 ac, 21.93% Impervious, Inflow Depth = 0.14" for 100-yr event Inflow = 4.77 cfs @ 12.25 hrs, Volume= 0.248 af Outflow = 4.77 cfs @ 12.25 hrs, Volume= 0.248 af, Atten= 0%, Lag= 0.0 min Primary = 4.77 cfs @ 12.25 hrs, Volume= 0.248 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 926.10' @ 12.25 hrs Device Routing Invert Outlet Devices #1 Primary 925.39'24.0" Round MH 10 to FES 11 L= 72.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 925.39' / 925.01' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Primary 925.39'24.0" Round MH 12 to FES 13 L= 72.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 925.39' / 925.01' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=4.77 cfs @ 12.25 hrs HW=926.10' (Free Discharge) 1=MH 10 to FES 11 (Barrel Controls 2.38 cfs @ 3.53 fps) 2=MH 12 to FES 13 (Barrel Controls 2.38 cfs @ 3.53 fps) Pond 6P: Existing Double Culvert Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)5 4 3 2 1 0 Inflow Area=20.610 ac Peak Elev=926.10' 4.77 cfs 4.77 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 86HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: FES to Bonaire Path Pond 8Pa [57] Hint: Peaked at 930.27' (Flood elevation advised) Inflow Area = 0.950 ac, 13.68% Impervious, Inflow Depth = 3.53" for 100-yr event Inflow = 5.43 cfs @ 12.24 hrs, Volume= 0.279 af Outflow = 5.43 cfs @ 12.24 hrs, Volume= 0.279 af, Atten= 0%, Lag= 0.0 min Primary = 5.43 cfs @ 12.24 hrs, Volume= 0.279 af Routed to Reach 11R : to Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 930.27' @ 12.24 hrs Device Routing Invert Outlet Devices #1 Primary 928.16'18.0" Round CB 4 to FE 5 L= 38.0' Ke= 0.200 Inlet / Outlet Invert= 928.16' / 928.00' S= 0.0042 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 928.41'18.0" Round CB 3 to CB 4 L= 35.0' Ke= 0.200 Inlet / Outlet Invert= 928.41' / 928.24' S= 0.0049 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #3 Device 2 928.65'15.0" Round FE 3A to CB 3 L= 13.0' Ke= 0.500 Inlet / Outlet Invert= 928.65' / 928.51' S= 0.0108 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=5.43 cfs @ 12.24 hrs HW=930.27' TW=0.00' (Dynamic Tailwater) 1=CB 4 to FE 5 (Passes 5.43 cfs of 9.03 cfs potential flow) 2=CB 3 to CB 4 (Passes 5.43 cfs of 8.34 cfs potential flow) 3=FE 3A to CB 3 (Barrel Controls 5.43 cfs @ 4.46 fps) MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 87HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Pond 8P: FES to Bonaire Path Pond 8Pa Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.950 ac Peak Elev=930.27' 5.43 cfs 5.43 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 88HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond Pond 1: Pond 1 Inflow Area = 19.620 ac, 23.04% Impervious, Inflow Depth = 3.91" for 100-yr event Inflow = 122.77 cfs @ 12.24 hrs, Volume= 6.391 af Outflow = 1.22 cfs @ 18.10 hrs, Volume= 6.391 af, Atten= 99%, Lag= 351.9 min Discarded = 1.22 cfs @ 18.10 hrs, Volume= 6.391 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 6P : Existing Double Culvert Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 6P : Existing Double Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 931.50' Surf.Area= 0.264 ac Storage= 0.939 af Peak Elev= 935.79' @ 18.10 hrs Surf.Area= 1.473 ac Storage= 6.305 af (5.366 af above start) Plug-Flow detention time= 2,325.7 min calculated for 5.453 af (85% of inflow) Center-of-Mass det. time= 1,969.9 min ( 2,759.2 - 789.4 ) Volume Invert Avail.Storage Storage Description #1 922.00' 10.417 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 922.00 0.020 0.000 0.000 924.00 0.044 0.064 0.064 926.00 0.074 0.118 0.182 928.00 0.112 0.186 0.369 930.00 0.158 0.270 0.639 930.50 0.171 0.082 0.721 931.50 0.264 0.218 0.939 931.51 1.041 0.007 0.945 932.00 1.088 0.522 1.467 934.00 1.283 2.371 3.838 936.00 1.495 2.778 6.616 938.00 2.306 3.801 10.417 Device Routing Invert Outlet Devices #1 Primary 930.30'18.0" Round Culvert L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 930.30' / 930.00' S= 0.0060 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Device 1 935.90'Internal Weir, Cv= 2.62 (C= 3.28) Head (feet) 0.00 3.00 Width (feet) 4.00 4.00 #3 Device 2 930.50'18.0" Round Low Flow L= 20.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 930.00' / 930.50' S= -0.0250 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #4 Device 1 936.40'48.0" Horiz. OCS Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 931.50'1.000 in/hr Infiltration over Surface area above 931.50' Excluded Surface area = 0.264 ac MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 89HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC #6 Secondary 936.50'50.0' long x 20.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Discarded OutFlow Max=1.22 cfs @ 18.10 hrs HW=935.79' (Free Discharge) 5=Infiltration (Exfiltration Controls 1.22 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=931.50' TW=925.39' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 4.87 cfs potential flow) 2=Internal Weir ( Controls 0.00 cfs) 3=Low Flow ( Controls 0.00 cfs) 4=OCS Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=931.50' TW=925.39' (Dynamic Tailwater) 6=EOF ( Controls 0.00 cfs) Pond Pond 1: Pond 1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=19.620 ac Peak Elev=935.79' Storage=6.305 af 122.77 cfs 1.22 cfs 1.22 cfs 0.00 cfs 0.00 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 90HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond Railroad Ditch FES: Railroad Ditch FES Inflow Area = 2.840 ac, 0.00% Impervious, Inflow Depth = 3.00" for 100-yr event Inflow = 13.69 cfs @ 12.25 hrs, Volume= 0.710 af Outflow = 13.65 cfs @ 12.25 hrs, Volume= 0.710 af, Atten= 0%, Lag= 0.4 min Primary = 13.65 cfs @ 12.25 hrs, Volume= 0.710 af Routed to Pond Pond 1 : Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 938.43' @ 12.25 hrs Surf.Area= 268 sf Storage= 318 cf Plug-Flow detention time= 0.7 min calculated for 0.710 af (100% of inflow) Center-of-Mass det. time= 0.7 min ( 801.0 - 800.3 ) Volume Invert Avail.Storage Storage Description #1 936.62' 81,123 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 936.62 100 0 0 937.00 120 42 42 939.00 328 448 490 940.00 3,380 1,854 2,344 941.00 6,721 5,051 7,394 942.00 9,360 8,041 15,435 943.00 20,283 14,822 30,256 944.00 27,150 23,717 53,973 945.00 27,150 27,150 81,123 Device Routing Invert Outlet Devices #1 Primary 936.62'24.0" Round Culvert L= 24.0' Ke= 0.500 Inlet / Outlet Invert= 936.62' / 935.64' S= 0.0408 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf Primary OutFlow Max=13.64 cfs @ 12.25 hrs HW=938.42' TW=933.26' (Dynamic Tailwater) 1=Culvert (Inlet Controls 13.64 cfs @ 4.57 fps) MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 91HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Pond Railroad Ditch FES: Railroad Ditch FES Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.840 ac Peak Elev=938.43' Storage=318 cf 24.0" Round Culvert n=0.025 L=24.0' S=0.0408 '/' 13.69 cfs 13.65 cfs Proposed Conditions w/o infiltraition 11S PR_1 12S PR_2 13S PR_3 14S PR_4 15S PR_5 16S PR_6 17S PR_7 18R to Pond 1 19R to Akron Ave 20P CB Existing Double Culvert 21P CB FES to Bonaire Path Pond 8Pa 22P Railroad Ditch 23P Pond 1 Routing Diagram for Bray Hills 2022.02.17 Prepared by AE2S, Printed 2/17/2022 HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 2HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 100-yr MSE 24-hr 1 Default 24.00 1 7.41 2 Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 3HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 17.300 61 >75% Grass cover, Good, HSG B (11S, 12S, 13S, 14S, 15S, 16S, 17S) 1.040 98 BMP (17S) 4.650 98 Proposed Impervious (11S, 12S, 13S, 17S) 22.990 70 TOTAL AREA Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 4HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 17.300 HSG B 11S, 12S, 13S, 14S, 15S, 16S, 17S 0.000 HSG C 0.000 HSG D 5.690 Other 11S, 12S, 13S, 17S 22.990 TOTAL AREA Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 5HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 17.300 0.000 0.000 0.000 17.300 >75% Grass cover, Good 11S, 12S, 13S, 14S, 15S, 16S, 17S 0.000 0.000 0.000 0.000 1.040 1.040 BMP 17S 0.000 0.000 0.000 0.000 4.650 4.650 Proposed Impervious 11S, 12S, 13S, 17S 0.000 17.300 0.000 0.000 5.690 22.990 TOTAL AREA Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 6HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 20P 925.39 925.01 72.0 0.0053 0.013 0.0 24.0 0.0 2 20P 925.39 925.01 72.0 0.0053 0.013 0.0 24.0 0.0 3 21P 928.16 928.00 38.0 0.0042 0.013 0.0 18.0 0.0 4 21P 928.41 928.24 35.0 0.0049 0.013 0.0 18.0 0.0 5 21P 928.65 928.51 13.0 0.0108 0.013 0.0 15.0 0.0 6 22P 936.62 935.64 24.0 0.0408 0.025 0.0 24.0 0.0 MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 7HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Time span=0.00-100.00 hrs, dt=0.01 hrs, 10001 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=12.370 ac 22.39% Impervious Runoff Depth=3.85"Subcatchment 11S: PR_1 Tc=15.0 min CN=69 Runoff=77.24 cfs 3.972 af Runoff Area=1.430 ac 72.73% Impervious Runoff Depth=5.99"Subcatchment 12S: PR_2 Tc=15.0 min CN=88 Runoff=13.21 cfs 0.714 af Runoff Area=0.950 ac 13.68% Impervious Runoff Depth=3.53"Subcatchment 13S: PR_3 Tc=15.0 min CN=66 Runoff=5.43 cfs 0.279 af Runoff Area=0.990 ac 0.00% Impervious Runoff Depth=3.00"Subcatchment 14S: PR_4 Tc=15.0 min CN=61 Runoff=4.77 cfs 0.248 af Runoff Area=2.840 ac 0.00% Impervious Runoff Depth=3.00"Subcatchment 15S: PR_5 Tc=15.0 min CN=61 Runoff=13.69 cfs 0.710 af Runoff Area=1.880 ac 0.00% Impervious Runoff Depth=3.00"Subcatchment 16S: PR_6 Tc=15.0 min CN=61 Runoff=9.06 cfs 0.470 af Runoff Area=2.530 ac 69.17% Impervious Runoff Depth=5.88"Subcatchment 17S: PR_7 Tc=15.0 min CN=87 Runoff=23.05 cfs 1.239 af Inflow=5.43 cfs 0.279 afReach 18R: to Pond 1 Outflow=5.43 cfs 0.279 af Inflow=13.21 cfs 0.714 afReach 19R: to Akron Ave Outflow=13.21 cfs 0.714 af Peak Elev=926.10' Inflow=4.77 cfs 0.248 afPond 20P: Existing Double Culvert Outflow=4.77 cfs 0.248 af Peak Elev=930.27' Inflow=5.43 cfs 0.279 afPond 21P: FES to Bonaire Path Pond 8Pa Outflow=5.43 cfs 0.279 af Peak Elev=938.43' Storage=318 cf Inflow=13.69 cfs 0.710 afPond 22P: Railroad Ditch 24.0" Round Culvert n=0.025 L=24.0' S=0.0408 '/' Outflow=13.65 cfs 0.710 af Peak Elev=936.45' Storage=7.330 af Inflow=122.77 cfs 6.391 afPond 23P: Pond 1 Outflow=0.00 cfs 0.000 af Total Runoff Area = 22.990 ac Runoff Volume = 7.632 af Average Runoff Depth = 3.98" 75.25% Pervious = 17.300 ac 24.75% Impervious = 5.690 ac MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 8HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: PR_1 Runoff = 77.24 cfs @ 12.24 hrs, Volume= 3.972 af, Depth= 3.85" Routed to Pond 23P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 100-yr Rainfall=7.41" Area (ac) CN Description * 2.770 98 Proposed Impervious 9.600 61 >75% Grass cover, Good, HSG B 12.370 69 Weighted Average 9.600 61 77.61% Pervious Area 2.770 98 22.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 11S: PR_1 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 1 100-yr Rainfall=7.41" Runoff Area=12.370 ac Runoff Volume=3.972 af Runoff Depth=3.85" Tc=15.0 min CN=69 77.24 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 9HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: PR_2 Runoff = 13.21 cfs @ 12.22 hrs, Volume= 0.714 af, Depth= 5.99" Routed to Reach 19R : to Akron Ave Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 100-yr Rainfall=7.41" Area (ac) CN Description * 1.040 98 Proposed Impervious 0.390 61 >75% Grass cover, Good, HSG B 1.430 88 Weighted Average 0.390 61 27.27% Pervious Area 1.040 98 72.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 12S: PR_2 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 1 100-yr Rainfall=7.41" Runoff Area=1.430 ac Runoff Volume=0.714 af Runoff Depth=5.99" Tc=15.0 min CN=88 13.21 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 10HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: PR_3 Runoff = 5.43 cfs @ 12.24 hrs, Volume= 0.279 af, Depth= 3.53" Routed to Pond 21P : FES to Bonaire Path Pond 8Pa Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 100-yr Rainfall=7.41" Area (ac) CN Description * 0.130 98 Proposed Impervious 0.820 61 >75% Grass cover, Good, HSG B 0.950 66 Weighted Average 0.820 61 86.32% Pervious Area 0.130 98 13.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 13S: PR_3 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)6 5 4 3 2 1 0 MSE 24-hr 1 100-yr Rainfall=7.41" Runoff Area=0.950 ac Runoff Volume=0.279 af Runoff Depth=3.53" Tc=15.0 min CN=66 5.43 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 11HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: PR_4 Runoff = 4.77 cfs @ 12.25 hrs, Volume= 0.248 af, Depth= 3.00" Routed to Pond 20P : Existing Double Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 100-yr Rainfall=7.41" Area (ac) CN Description * 0.000 98 Proposed Impervious 0.990 61 >75% Grass cover, Good, HSG B 0.990 61 Weighted Average 0.990 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 14S: PR_4 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)5 4 3 2 1 0 MSE 24-hr 1 100-yr Rainfall=7.41" Runoff Area=0.990 ac Runoff Volume=0.248 af Runoff Depth=3.00" Tc=15.0 min CN=61 4.77 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 12HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: PR_5 Runoff = 13.69 cfs @ 12.25 hrs, Volume= 0.710 af, Depth= 3.00" Routed to Pond 22P : Railroad Ditch Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 100-yr Rainfall=7.41" Area (ac) CN Description 2.840 61 >75% Grass cover, Good, HSG B 2.840 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 15S: PR_5 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 1 100-yr Rainfall=7.41" Runoff Area=2.840 ac Runoff Volume=0.710 af Runoff Depth=3.00" Tc=15.0 min CN=61 13.69 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 13HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: PR_6 Runoff = 9.06 cfs @ 12.25 hrs, Volume= 0.470 af, Depth= 3.00" Routed to Pond 23P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 100-yr Rainfall=7.41" Area (ac) CN Description 1.880 61 >75% Grass cover, Good, HSG B 1.880 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 16S: PR_6 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 1 100-yr Rainfall=7.41" Runoff Area=1.880 ac Runoff Volume=0.470 af Runoff Depth=3.00" Tc=15.0 min CN=61 9.06 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 14HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: PR_7 Runoff = 23.05 cfs @ 12.22 hrs, Volume= 1.239 af, Depth= 5.88" Routed to Pond 23P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs MSE 24-hr 1 100-yr Rainfall=7.41" Area (ac) CN Description * 0.710 98 Proposed Impervious 0.780 61 >75% Grass cover, Good, HSG B * 1.040 98 BMP 2.530 87 Weighted Average 0.780 61 30.83% Pervious Area 1.750 98 69.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 17S: PR_7 Runoff Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 1 100-yr Rainfall=7.41" Runoff Area=2.530 ac Runoff Volume=1.239 af Runoff Depth=5.88" Tc=15.0 min CN=87 23.05 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 15HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 18R: to Pond 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.950 ac, 13.68% Impervious, Inflow Depth = 3.53" for 100-yr event Inflow = 5.43 cfs @ 12.24 hrs, Volume= 0.279 af Outflow = 5.43 cfs @ 12.24 hrs, Volume= 0.279 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 18R: to Pond 1 Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.950 ac 5.43 cfs 5.43 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 16HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Reach 19R: to Akron Ave [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.430 ac, 72.73% Impervious, Inflow Depth = 5.99" for 100-yr event Inflow = 13.21 cfs @ 12.22 hrs, Volume= 0.714 af Outflow = 13.21 cfs @ 12.22 hrs, Volume= 0.714 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Reach 19R: to Akron Ave Inflow Outflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.430 ac 13.21 cfs 13.21 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 17HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond 20P: Existing Double Culvert [57] Hint: Peaked at 926.10' (Flood elevation advised) Inflow Area = 0.990 ac, 0.00% Impervious, Inflow Depth = 3.00" for 100-yr event Inflow = 4.77 cfs @ 12.25 hrs, Volume= 0.248 af Outflow = 4.77 cfs @ 12.25 hrs, Volume= 0.248 af, Atten= 0%, Lag= 0.0 min Primary = 4.77 cfs @ 12.25 hrs, Volume= 0.248 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 926.10' @ 12.25 hrs Device Routing Invert Outlet Devices #1 Primary 925.39'24.0" Round MH 10 to FES 11 L= 72.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 925.39' / 925.01' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Primary 925.39'24.0" Round MH 12 to FES 13 L= 72.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 925.39' / 925.01' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=4.77 cfs @ 12.25 hrs HW=926.10' (Free Discharge) 1=MH 10 to FES 11 (Barrel Controls 2.38 cfs @ 3.53 fps) 2=MH 12 to FES 13 (Barrel Controls 2.38 cfs @ 3.53 fps) Pond 20P: Existing Double Culvert Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)5 4 3 2 1 0 Inflow Area=0.990 ac Peak Elev=926.10' 4.77 cfs 4.77 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 18HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond 21P: FES to Bonaire Path Pond 8Pa [57] Hint: Peaked at 930.27' (Flood elevation advised) Inflow Area = 0.950 ac, 13.68% Impervious, Inflow Depth = 3.53" for 100-yr event Inflow = 5.43 cfs @ 12.24 hrs, Volume= 0.279 af Outflow = 5.43 cfs @ 12.24 hrs, Volume= 0.279 af, Atten= 0%, Lag= 0.0 min Primary = 5.43 cfs @ 12.24 hrs, Volume= 0.279 af Routed to Reach 18R : to Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 930.27' @ 12.24 hrs Device Routing Invert Outlet Devices #1 Primary 928.16'18.0" Round CB 4 to FE 5 L= 38.0' Ke= 0.200 Inlet / Outlet Invert= 928.16' / 928.00' S= 0.0042 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 928.41'18.0" Round CB 3 to CB 4 L= 35.0' Ke= 0.200 Inlet / Outlet Invert= 928.41' / 928.24' S= 0.0049 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #3 Device 2 928.65'15.0" Round FE 3A to CB 3 L= 13.0' Ke= 0.500 Inlet / Outlet Invert= 928.65' / 928.51' S= 0.0108 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=5.43 cfs @ 12.24 hrs HW=930.27' TW=0.00' (Dynamic Tailwater) 1=CB 4 to FE 5 (Passes 5.43 cfs of 9.03 cfs potential flow) 2=CB 3 to CB 4 (Passes 5.43 cfs of 8.34 cfs potential flow) 3=FE 3A to CB 3 (Barrel Controls 5.43 cfs @ 4.46 fps) MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 19HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Pond 21P: FES to Bonaire Path Pond 8Pa Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.950 ac Peak Elev=930.27' 5.43 cfs 5.43 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 20HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond 22P: Railroad Ditch Inflow Area = 2.840 ac, 0.00% Impervious, Inflow Depth = 3.00" for 100-yr event Inflow = 13.69 cfs @ 12.25 hrs, Volume= 0.710 af Outflow = 13.65 cfs @ 12.25 hrs, Volume= 0.710 af, Atten= 0%, Lag= 0.4 min Primary = 13.65 cfs @ 12.25 hrs, Volume= 0.710 af Routed to Pond 23P : Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 938.43' @ 12.25 hrs Surf.Area= 268 sf Storage= 318 cf Plug-Flow detention time= 0.7 min calculated for 0.710 af (100% of inflow) Center-of-Mass det. time= 0.8 min ( 801.1 - 800.3 ) Volume Invert Avail.Storage Storage Description #1 936.62' 81,123 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 936.62 100 0 0 937.00 120 42 42 939.00 328 448 490 940.00 3,380 1,854 2,344 941.00 6,721 5,051 7,394 942.00 9,360 8,041 15,435 943.00 20,283 14,822 30,256 944.00 27,150 23,717 53,973 945.00 27,150 27,150 81,123 Device Routing Invert Outlet Devices #1 Primary 936.62'24.0" Round Culvert L= 24.0' Ke= 0.500 Inlet / Outlet Invert= 936.62' / 935.64' S= 0.0408 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf Primary OutFlow Max=13.64 cfs @ 12.25 hrs HW=938.42' TW=933.36' (Dynamic Tailwater) 1=Culvert (Inlet Controls 13.64 cfs @ 4.57 fps) MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 21HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Pond 22P: Railroad Ditch Inflow Primary Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.840 ac Peak Elev=938.43' Storage=318 cf 24.0" Round Culvert n=0.025 L=24.0' S=0.0408 '/' 13.69 cfs 13.65 cfs MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 22HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Summary for Pond 23P: Pond 1 Inflow Area = 19.620 ac, 23.04% Impervious, Inflow Depth = 3.91" for 100-yr event Inflow = 122.77 cfs @ 12.24 hrs, Volume= 6.391 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 931.50' Surf.Area= 0.264 ac Storage= 0.939 af Peak Elev= 936.45' @ 100.00 hrs Surf.Area= 1.678 ac Storage= 7.330 af (6.391 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 922.00' 10.417 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 922.00 0.020 0.000 0.000 924.00 0.044 0.064 0.064 926.00 0.074 0.118 0.182 928.00 0.112 0.186 0.369 930.00 0.158 0.270 0.639 930.50 0.171 0.082 0.721 931.50 0.264 0.218 0.939 931.51 1.041 0.007 0.945 932.00 1.088 0.522 1.467 934.00 1.283 2.371 3.838 936.00 1.495 2.778 6.616 938.00 2.306 3.801 10.417 MSE 24-hr 1 100-yr Rainfall=7.41"Bray Hills 2022.02.17 Printed 2/17/2022Prepared by AE2S Page 23HydroCAD® 10.10-6a s/n 07538 © 2020 HydroCAD Software Solutions LLC Pond 23P: Pond 1 Inflow Hydrograph Time (hours) 10095908580757065605550454035302520151050Flow (cfs)130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=19.620 ac Peak Elev=936.45' Storage=7.330 af 122.77 cfs Bray Hill Development Stormwater Management Plan Appendix D February 2022 www.ae2s.com Appendix D: OCS Detail Pond 1 936.5 930.018931.5 937.25 936.5 931.5 935.9 929.818 935.9 48" MH No AKRON AVE. (CO. RD. NO. 73)UNION P A CI FI C R AI L R O A D BONAIRE PATH E. 101 102 103 104 105 106 107 108 109 110 111 115 114 113 112 128 127 126 125 124 123 116 117 118 119 120 121 122129 130 131 132 134133 136 137 138 139 140 141 142 143 144 145 146 147 148 149 135 6.5%4.9%6.0%5.6%6.2%6.4%6.8%6.7% 5.3% 6.6% 5.6% 7.7% 6.8% 3.6% 3.1% 3.5% 3.6% 3.0% 3.1% 3.7% 4.3% 4.1% 4.6% 6.6%4.0%4.5%5.0%7.5%8.9% 6.7% 6. 0 %4.1%5.7%4.3%3.9%5.7%7.2%6.4%3.9%5.5%5.0% 4.5% 4 . 1%5.2%5.6%3.6% 7.3% 5.5%4.8%1 1 2 4 5 6 7 8 9 10 11 1 6 5 4 3 2 1 18 17 16 15 14 13 12 11 10987 1 2 3 4 5 6 7 1 2 3 4 5 6 7 8 910 11 12 13 2 2 2 3 3 4 4 4OUTLOT AOUTLO T B OUTLOT C POND 1 NWL:931.5 HWL:936.5 ST R E E T B S T R E E T A S T R E E T C NWL NWL HWL HWL #4 #5 #6 #7 #8 #9 #10 #12 #13 #14#15 #16 #17#18 #1 #2 #3 #11 c 1OFBRAY HILL ROSEMOUNT, MINNESOTA BUILDERS LOT GROUP2-16-2022 JLT JLT Name Reg. No.Date Revisions Date Designed Drawn 2022 Pioneer Engineering, P.A. Mendota Heights, MN 55120 2422 Enterprise Drive (651) 681-1914 Fax: 681-9488www.pioneereng.com LANDSCAPE ARCHITECTSLAND SURVEYORSLAND PLANNERSCIVIL ENGINEERS 2-16-2022 I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly Licensed Landscape Architect under the laws of the State of Minnesota 44763 Jennifer L. Thompson 1LANDSCAPE PLAN 0NORTH80160PID#34-31004-01-010BLG22003SURVBLG03TREELOCATIONCOUNTY/CITY:REVISIONS:PROJECT LOCATION:LAND SURVEYING, INC.CORNERSTONESuite #2001970 Northwestern Ave.Stillwater, MN 55082Phone 651.275.8969dan@cssurvey.netDATEREVISIONPROJECT NO.FILE NAME1102BONAIRE PATH E.CITY OF ROSEMOUNTDAKOTACOUNTY1-14-22PRELIMINARY ISSUEBRAYHILLCONTACT:Melvin MooreBuilders Lot Group, LLC9531 West 78th StreetSuite 135Eden Prairie, MN 55344952-314-7130ROSEMOUNT TREE DEFINITIONS HARDWOOD DECIDUOUS TREE: Includes ironwood, catalpa, oak,maple (hard),walnut, ash, hickory, birch, black cherry, hackberry, locust andbasswood. SOFTWOOD DECIDUOUS TREE: Includes cottonwood,poplars/aspen, box elder, willow, silver maple and elm.SIGNIFICANT TREE: A healthy deciduous hardwood treemeasuring a minimum of six (6) caliper inches in diameter, ahealthy softwood deciduous tree measuring a minimum oftwelve (12) caliper inches, or a healthy coniferous tree measuringa minimum of twelve feet (12') in height.HERITAGE TREE: A healthy hardwood deciduous tree measuringequal to or greater than twenty seven inches (27") in diameter ora healthy coniferous evergreen tree greater than fifty feet (50') inheight.A 2x in the notes denotes a tree with 2-stems and theirrespective si]es.DENOTES TREES AS IDENTIFIED AND LOCATED BY:Mark RehderPresident & CEORehder Forestry Consultingwww.rehderforestryconsulting .com612-760-3519TREES: Bray hill, Rosemount - CONCEPTUAL FRONT ELEVATION EXAMPLES 40’ 4nd 45’ wide Two-Story with 2 & 3-CAR Garage – lot widths: 52’ and 57’ 40’ and 45’ wide rambler and 1.5-story with 2 & 3-CAR Garage – lot widths: 52’ and 57’ Note: These are form & function representations only - exterior colors and architectural elements will vary. March 11, 2022 HGTS Project Number: 21-1320 Mr. Dwayne Sikich Builders Lot Group, LLC 9531 West 78th Street, Suite 135 Eden Prairie, MN 55344 Re: Geotechnical Exploration Report, Proposed Bray Hill Residential Development, Rosemount, Minnesota Dear Mr. Sikich: We have completed the geotechnical exploration report for the proposed residential development in Rosemount, Minnesota. A brief summary of our results and recommendations is presented below. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Eleven soil borings were completed for this project that encountered about 1 to 5 feet of clayey topsoil underlain by both clayey and sandy glacial outwash and glacial till deposits that extended to the termination depths of the soil borings. Groundwater was not encountered in the borings while drilling and sampling or after removing the augers from the boreholes. The vegetation and topsoil are not suitable for foundation support and will need to be removed from within the proposed building and oversize areas. If the new homes will include a basement level, the removal of some or all of these soils will likely be incidental to construction. It is our opinion that the underlying native soils are suitable for foundation support and with the building pads prepared as recommended it is our opinion that the foundations for the proposed building can be designed for a net allowable soil bearing capacity up to 2,000 pounds per square foot. Thank you for the opportunity to assist you on this project. If you have any questions or need additional information, please contact Paul Gionfriddo at 612-271-8185. Sincerely, Haugo GeoTechnical Services Nic Alfonso, G.I.T. Paul Gionfriddo, P.E. Project Geologist Senior Engineer GEOTECHNICAL EXPLORATION REPORT PROJECT: Proposed Bray Hill Residential Development SE Quadrant Akron Avenue & Bonaire Path East Rosemount, Minnesota 55424 PREPARED FOR: Builders Lot Group, LLC 9531 West 78th Street, Suite 135 Eden Prairie, MN 55344 PREPARED BY: Haugo GeoTechnical Services 2825 Cedar Avenue South Minneapolis, Minnesota 55407 Haugo GeoTechnical Services Project: 21-1320 March 11, 2022 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. Paul Gionfriddo, P.E. Senior Engineer License Number: 23093 Table of Contents 1.0 INTRODUCTION 1 1.1 Project Description 1 1.2 Purpose 1 1.3 Site Description 1 1.4 Scope of Services 1 1.5 Documents Provided 1 1.6 Locations and Elevations 2 2.0 FIELD PROCEDURES 2 3.0 RESULTS 3 3.1 Soil Conditions 3 3.2 Groundwater 3 3.3 Laboratory Testing 3 3.4 OSHA Soil Classification 4 4.0 DISCUSSION AND RECOMMENDATIONS 4 4.1 Proposed Construction 4 4.2 Discussion 5 4.3 Site Grading Recommendations 6 4.4 Dewatering 7 4.5 Interior Slabs 7 4.6 Below Grade Walls 8 4.7 Exterior Slabs 8 4.8 Site Grading and Drainage 9 4.9 Utilities 9 4.10 Bituminous Pavements 10 4.11 Materials and Compaction 11 4.12 Stormwater Ponds/Infiltration Basins 11 5.0 CONSTRUCTION CONSIDERATIONS 12 5.1 Excavation 12 5.2 Observations 12 5.3 Backfill and Fills 12 5.4 Testing 12 5.5 Winter Construction 12 6.0 PROCEDURES 13 6.1 Soil Classification 13 6.2 Groundwater Observations 13 7.0 GENERAL 13 7.1 Subsurface Variations 13 7.2 Review of Design 13 7.3 Groundwater Fluctuations 14 7.4 Use of Report 14 7.5 Level of Care 14 APPENDIX Boring Location Sketch and GPS Boring Locations, Figure 1 Soil Boring Logs, SB-10 thru SB-14 and SB-16 thru SB-21 Descriptive Terminology 1 1.0 INTRODUCTION 1.1 Project Description Builders Lot Group, LLC is proposing to construct the Bray hill residential development in Rosemount, Minnesota and retained Haugo GeoTechnical Services (HGTS) to perform a geotechnical exploration to evaluate the suitability of site soil conditions to support the proposed development. We understand the project will include preparing lots and house pads for 49 single-family homes along with the associated streets, underground utilities and stormwater pond. 1.2 Purpose The purpose of this geotechnical exploration was to characterize subsurface soil and groundwater conditions and provide recommendations for site grading and foundation design and construction. 1.3 Site Description The project site is located at 1102 Bonaire Path East in Rosemount, Minnesota. At the time of our exploration, the project site was used for agricultural purposes and a farmstead existed at the approximate center of the property. The site topography was relatively flat in the western portion of the property and sloped downward to the northeast in the eastern portion of the property. The elevations at the soil boring locations ranged from about 929 ½ to 962 feet above mean sea level (MSL). 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services proposal 21-1320 dated December 29, 2021. Our scope of services was performed under the terms of our General Conditions and limited to the following tasks:  Completing twelve (12) standard penetration test soil borings and extending each to nominal depths of 20 feet.  Sealing the borings in accordance with Minnesota Department of Health requirements.  Obtaining GPS coordinates and ground surface elevations at the soil boring locations.  Visually/manually classifying samples recovered from the soil borings.  Performing laboratory tests on selected samples.  Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements.  Preparing an engineering report describing current soil and groundwater conditions and providing recommendations for foundation design and construction. One soil boring, SB-15, was accessible to our drill rig and because of that it was not completed. 2 1.5 Documents Provided We were provided “Bray Hill - PUD Concept Plan #8” (Concept Plan) prepared by Builders Lot Group, LLC and dated January 15, 2022. Based on the concept plan the proposed development will include lots for about 49 single family homes along with the associated streets, green areas and stormwater management areas. Other than the Concept Plan, specific architectural, structural or civil plans were not available at the time of this geotechnical evaluation. HGTS completed a Phase I environmental Site Assessment (Phase I ESA) in conjunction with this report the result of which were presented in our report dated February 8, 2022 under HGTS project number 21-1319. Briefly, the project site was historically used for agricultural and residential (farmstead) purposes from at least 1937, and possibly earlier, to the present day. Several structures were located within the farmstead area of the property that included a house, garage, shed, barn, Quonset shed, three pole barns and eight silos/farm bins. Two above ground tanks were observed on the property as well as a well for potable water and a septic system. Please refer to the Phase I ESA report for specific details. 1.6 Locations and Elevations The soil boring locations were selected and staked in the field by Builders Lot Group and/or members of their design team. The approximate location of the soil borings is shown on the Concept Plan described in Section 1.5. GPS coordinates and ground surface elevations at the soil boring locations were also provided by Builders Lot Group and/or members of their design team. 2.0 FIELD PROCEDURES Eight (8) standard penetration test borings were advanced on February 23rd and 27th, 2022 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings, using the split-barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split-barrel sampling procedure, a 2-inch O.D. split-barrel spoon is driven into the ground with a 140- pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18-inch penetration is recorded as the standard penetration resistance value, or "N" value. The results of the standard penetration tests are indicated on the boring logs. The samples were sealed in containers and provided to HGTS for testing and soil classification. A field log of each boring was prepared by HGTS. The logs contain visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represents an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. 3 The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil boring log identify and describe the materials encountered, the relative density or consistency based on the Standard Penetration resistance (N-value, “blows per foot”) and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the boring. 3.0 RESULTS 3.1 Soil Conditions At the surface, the soil borings encountered about 1 to 5 ½ feet of clayey topsoil composed of; silty clayey sand, silty clay, sandy lean clay or silty clayey sand that was black in color and contained some roots and gravel. Below the topsoil, the soil boring encountered a variety of sandy and clayey glacial outwash and glacial till deposits that extended to the termination depths of the borings. These soils were composed of; poorly graded sand, poorly graded sand with silt, clayey sand, sandy lean clay, lean clay and silty clay. Penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring log, within the sandy soils (poorly graded sand, poorly graded sand with silt, clayey sand) ranged from 7 bpf to 28 bpf with most of the N-Values greater than 10 bpf. These values indicate that the sandy soil had a loose to medium dense relative density but were mostly medium dense. The clayey soils (sandy lean clay, lean clay and silty clay) had N-Values ranging from 5 bpf to 62 bpf indicating a rather soft to hard consistency. 3.2 Groundwater Groundwater was not encountered in the soil borings while drilling and sampling or after removing the augers from the boreholes. Water levels were measured on the dates as noted on the boring logs and the period of water level observations was relatively short. Groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in the groundwater levels should be expected. 3.3 Laboratory Testing Laboratory moisture content and percent passing the number 200 sieve (P-200) tests were performed on selected samples recovered from the soil boring. Laboratory test results are summarized in Table 1 and are also shown on the boring logs adjacent to the sample tested. 4 Table 1. Summary of Laboratory Tests Boring Number Sample Number Depth (feet) Moisture Content (%) * P-200 Content (%) * SB-10 SS-11 5 2 ½ - SB-11 SS-26 2 ½ 13 - SB-12 SS-4 7 ½ 14 ½ - SB-13 SS-34 2 ½ 11 - SB-14 SS-42 2 ½ 13 - SB-16 SS-18 2 ½ 10 - SB-18 SS-50 2 ½ 8 33 ½ SB-18 SS-51 6 2 5 ½ SB-19 SS-59 5 4 3 ½ SB-20 SS-68 7 ½ 6 ½ 11 SB-21 SS-74 2 ½ 15 76 ½ SB-21 SS-76 7 ½ 1 3 *Moisture content values rounded to the nearest ½ percent. 3.4 OSHA Soil Classification Below the topsoil the borings encountered both sandy and clayey soils including; poorly graded sand, poorly graded sand with silt, silty sand, clayey sand, sandy lean clay, lean clay and silty clay. The soils identified as poorly graded sand, poorly graded sand with silt, silty sand and clayey sand generally meets the ASTM classifications SP, SP-SM, SM and SC, respectively, and will generally be Type C soil under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. The sandy lean clay, lean clay and silty clay generally meet the ASTM Classification of CL and CL-ML and will generally be Type B soil under OSHA guidelines. An OSHA-approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction We understand the project will include preparing lots and house pads for 49 single-family homes along with the associated streets, underground utilities and stormwater pond(s). We were not provided any information regarding the future homes and for the purposes of this evaluation we anticipate the new homes will include one or two stories above grade and will have Lookout, Walkout or Full basement style foundations. We anticipate below grade construction consisting of cast-in-place concrete or masonry block foundation walls supported on concrete spread footings. The above grade construction will likely consist of wood framing, a pitched roof and asphalt shingles. 5 Based on the assumed construction we estimate wall loadings will range from about 2 to 3 kips (2,000 to 3,000 pounds) per lineal foot and column loads, if any will be less than 75 kips (75,000 pounds). We further assume that homes will be constructed at or near existing site grades so that cuts and fills for permanent grade changes will be about 5 feet or less. If the proposed loads exceed these values or if the design or location of the proposed development changes, we should be informed. Additional analyses and revised recommendations may be necessary. 4.2 Discussion A farmstead existed on the project site at the time of our exploration which we understand will be removed/demolished to make way for the new home. The farmstead contained several structures that included a house, garage, shed, barn, Quonset shed, three pole barns and eight silos/farm bins. We recommend that all remnants of the structures including footings, foundation walls, floor slabs and underground utilities be removed from within the proposed building, pavement, utility and oversize areas and properly disposed of off-site. Two above ground tanks were also observed on the property as well as a well for potable water and a septic system. If the tanks cannot or will not be used or reused, we recommend the tanks and their contents be removed and properly disposed of off-site in accordance with applicable rules and regulations. Likewise, if the well and septic system cannot or will not be used or reused, we recommend they be removed and /or sealed in accordance with applicable rules and regulations. The vegetation and topsoil and are not suitable for foundation support and will need to be removed from within the proposed building, roadway, utility and oversize areas and replaced as needed with suitable compacted engineered fill. It is our opinion that the underlying glacial outwash and glacial till soils are generally suitable for foundation support. Groundwater was not encountered in the soil borings while drilling and sampling or after removing the augers from the boreholes. We do not anticipate that groundwater will be encountered during construction and do not anticipate that dewatering will be required. The following sections provide recommendations for site grading and foundation design and construction. 6 4.3 Site Grading Recommendations Excavation We recommend that all remnants of the existing structures including foundations, foundation walls, floor slabs, and underground utilities be removed from within the proposed building, roadway, utility and oversize areas and be properly disposed of off-site. We recommend that all vegetation, topsoil and any soft or otherwise unsuitable materials, if encountered, be removed from below the proposed building, roadway, utility and oversize areas. Table 2 below summarizes the anticipated excavation depths at the soil boring locations. Excavation depths may vary and could be deeper. Table 2. Anticipated Excavation Depths Boring Number Measured Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* SB-10 961.5 1 960 ½ SB-11 962.0 1 961 SB-12 961.2 1 960 SB-13 960.6 1 959 ½ SB-14 958.1 1 957 SB-16 935.4 1 934 ½ SB-17 937.5 5 932 ½ SB-18 936.9 Pond - SB-19 933.1 Pond - SB-20 929.5 Pond - SB-21 935.7 Pond - * = Excavation depths and elevations were rounded to nearest ½ foot. Oversizing In areas where the excavations extend below the proposed footing elevations, the excavations require oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation. Fill Material Fill required to attain site grades may consist of any debris-free, non-organic mineral soil. Except we recommend that fill or backfill placed in wet excavations or within 2 feet of the groundwater table, if encountered, consist of granular soil (sand) with less than 5 percent passing the number 200 sieve and at least 50 percent retained on the number 40 sieve. The on-site native soils appear to be generally suitable for reuse as structural fill or backfill provided they are free of organic matter or other deleterious materials. If these soils will be used or reused as fill or backfill, some moisture conditioning (drying or wetting) of the soil could be required to meet the recommend compaction levels. Topsoil or soils that are black in color are not suitable for reuse as structural fill or backfill. 7 Backfilling We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified as SP or SP-SM should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill soils should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted with a large self-propelled vibratory compactor operating in vibratory mode. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas (i.e., deck or porch footings) should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted engineered fill over native glacial till clayey soils. With the building pad prepared as recommended, it is our opinion the footings can be designed for a net allowable bearing pressure up to 2,000 pounds per square foot (psf). We anticipate total and differential settlement of the foundations will be less than 1 inch and ½ inch, respectively, across a 30-foot span. 4.4 Dewatering Groundwater was not encountered in the soil borings. We do not anticipate that groundwater will be encountered during construction and do not anticipate that dewatering will be required. 4.5 Interior Slabs The anticipated floor subgrade will consist of compacted sandy or clayey engineered fill or sandy or clayey native soils. It is our opinion a modulus of subgrade reaction, k, of 100 pounds per square inch of deflection (psi) may be used to design the floor. If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. We recommend following all state and local building codes with regards to a radon mitigation plan beneath interior slabs. 8 4.6 Below Grade Walls We anticipate that the homes will have partial or full depth basements. We recommend general waterproofing of the below grade walls. We recommend either placing drainage composite against the backs of the exterior walls or backfilling adjacent to the walls with sand having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing the #200 sieve. The sand backfill should be placed within 2 feet horizontally of the wall. We recommend the balance of the backfill for the walls consist of sand however the sand may contain up to 20 percent of the particles by weight passing the #200 sieve. We recommend installing drain tile behind the below grade walls, adjacent to the wall footing and below the slab elevation. Preferably the drain tile should consist of perforated pipe embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain tile should be routed to a storm sewer, sump pump or other suitable disposal site. Foundation walls or below grade (basement) walls will have lateral loads from the surrounding soil transmitted to them. Active earth pressures can be used to design the below grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be tolerated, then below grade wall design should be based on at-rest earth pressures. It is our opinion that the estimated soil parameters presented in Table 3, be used for below grade wall design. These estimated soil parameters are based on the assumptions that the walls are drained, there are no surcharge loads within a horizontal distance equal to the height of the wall and the backfill is level. Table 3. Soil Parameters Soil Type Estimated Unit Weight (pcf) Estimated Friction Angle (degrees) At-Rest Pressure (pcf) Active Soil Pressure (pcf) Passive Soil Pressure (pcf) Sand (SP & SP-SM) 120 32 55 35 390 Other Soils (CL, CL-ML, SC, SM) 135 28 70 50 375 Resistance to lateral earth pressures will be provided by passive resistance against the wall footings and by sliding resistance along the bottom of the wall footings. We recommend a sliding coefficient of 0.35. This value does not include a factor of safety. 4.7 Exterior Slabs Exterior slabs (patios, sidewalks, etc.) will likely be underlain clayey soils which are considered moderately to highly frost susceptible. If these soils become saturated and freeze, frost heave may occur. This heave can be a nuisance in front of doors and at other critical grade areas. One way to help reduce the potential for heaving is to remove the frost- susceptible soils below the slabs down to bottom of footing grades and replace them with non- 9 frost-susceptible backfill consisting of sand having less than 5 percent of the particles by weight passing the number 200 sieve. If this approach is used and the excavation bottoms terminate in non-free draining granular soil, we recommend a drain tile be installed along the bottom outer edges of the excavation to collect and remove any water that may accumulate within the sand. The bottom of the excavation should be graded away from the building. If the banks of the excavations to remove the frost-susceptible soils are not sloped, abrupt transitions between the frost-susceptible and non-frost-susceptible backfill will exist along which unfavorable amounts of differential heaving may occur. Such transitions could exist between exterior slabs and sidewalks, between exterior slabs and pavements and along the slabs themselves if the excavations are confined to only the building entrances. To address this issue, we recommend sloping the excavations to remove frost-susceptible soils at a minimum 3:1 (horizontal:vertical) gradient. An alternative method of reducing frost heave is to place a minimum of 2 inches of extruded polystyrene foam insulation beneath the slabs and extending it about 4 feet beyond the slabs. The insulation will reduce frost penetration into the underlying soil and reduce heave. Six to twelve inches of granular soil is typically placed over the insulation to protect it during construction. Another alternative for reducing frost heave is to support the slabs on frost depth footings. A void space of at least 4 inches should be provided between the slab and the underlying soil to allow the soil to heave without affecting the slabs. 4.8 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed house. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the building and slabs be sloped a minimum of 2 inches. In addition, we recommend downspouts with long splash blocks or extensions. We recommend the lowest floor grades be constructed to meet City of Rosemount requirements with respect to groundwater separation distances. In the absence of city requirements, we recommend maintaining at least a 4-foot separation between the lowest floor slab and the observed groundwater levels and at least a 2-foot separation between the lowest floor slab and the 100-year flood level of nearby wetlands, storm water ponds or other surface water features. 4.9 Utilities We anticipate that new utilities will be installed as part of this project. We further anticipate that new utilities will bear at depths ranging from about 7 to 10 feet below the ground surface. At these depths, we anticipate that the pipes will bear on compacted engineered fill or native glacial outwash or glacial till soils which in our opinion are suitable for pipe support. 10 We recommend that all vegetation, topsoil and any soft or otherwise unsuitable soil be removed from below the pipe invert elevations. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor density is required. In landscaped areas, we recommend a minimum compaction of 90 percent. Groundwater was not encountered in the soil borings. We do not anticipate that groundwater will be encountered during utility construction and do not anticipate that dewatering will be required. 4.10 Bituminous Pavements General The City of Rosemount may have standard plates that dictate pavement design. If so, we recommend that the pavements be designed and constructed in accordance with the appropriate standard plates. The following paragraphs provide general pavement recommendations in the absence of city standard plates. Traffic We were not provided any information regarding traffic volumes, such as Average Annual Daily Traffic (AADT) or vehicle distribution. We anticipate the streets will be used predominantly by automobiles, light trucks, school busses, garbage trucks and delivery vans (FEDEX, UPS etc.). Based on the anticipated number of homes in the development and assumed traffic types we estimate the roadways will be subjected to maximum Equivalent Single Axle Loads (ESAL’s) of about 50,000 over a 20-year design life. This does not account for any future growth. Subgrade Preparation We recommend removing all vegetation, topsoil or other unsuitable materials from beneath the pavement subgrade. Prior to placing the aggregate base, we recommend compacting and/or test rolling the subgrade soils to identify soft, weak, loose, or unstable areas that may require additional subcuts. Backfill to attain pavement subgrade elevations can consist of any mineral soil provided it is free of organic material or other deleterious materials. We recommend placing and compacting fill and/or backfill as described in Section 4.3 except in paved areas where the upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its standard Proctor maximum dry density. R-Value R-Value testing was beyond the scope of this project. Below the topsoil the soil borings encountered predominantly clayey soils composed of; clayey sand, sandy lean clay and silty clay corresponding to the ASTM Classifications of SC, CL and CL-ML. It is our opinion an assumed R-Value of 10 can be used for pavement design. Pavement Section Based on an estimated R-value of 10 and a maximum of 50,000 ESAL’s we recommend a pavement section consisting of a minimum of 4 inches of bituminous (2 inches of wear course and 2 inches of base course) underlain by a minimum of 9 inches of aggregate base. 11 4.11 Materials and Compaction We recommend specifying aggregate base meeting MN/DOT Class 5 aggregate base. We recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor . We recommend that the bituminous wear and base courses meet the requirement of MN/DOT specification 2360. We recommend the bituminous pavements be compacted to at least 92% of the maximum theoretical density. We recommend specifying concrete that has a minimum 28-day compressive strength of 4,000 psi, and a modulus of rupture of at least 600 psi. We recommend Type I cement meeting the requirements of ASTM C150. We recommend specifying 5 to 7 percent entrained air for exposed concrete to provide resistance to freeze-thaw deterioration. We also recommend using a water/cement ratio of 0.45 or less for concrete exposed to deicers. 4.12 Stormwater Ponds/Infiltration Basins Based on the Concept Plan provided it appears the project will include constructing a storm water pond/infiltration basin on the east end of the site. We were not provided any information regarding site grades and or pond bottom elevations. Soil borings SB-18 thru SB- 21 were completed near or within the proposed stormwater pond and encountered clayey topsoil overlying clayey sand, lean clay, sand lean clay, poorly graded sand with silt and poorly graded sand. It is our opinion that the infiltration rates presented in Table 4, which were obtained from tables included in the “Minnesota Storm Water Manual”, can be used for stormwater pond/infiltration basin design. Table 4. Estimated Design Infiltration Rates Soil Description & ASTM Classification Hydrologic Soil Group Estimated Infiltration Rate (in/hr) Poorly Graded Sand and Poorly Graded Sand with Silt (SP & SP-SM) A 0.8 Silty Clayey Sand (SC-SM) D 0.06 Clayey Sand (SC) D 0.06 Silty Clay, Lean Clay & Sandy Lean Clay (CL) D 0.06 It should be noted that soil infiltration rates can vary due to; soil moisture content, soil compaction, the placement or introduction of fine-grained soils, topsoil or biofiltration media and changes or variations in local groundwater levels. These variations may result in additional construction costs and it is suggested that a contingency be provided for this purpose. Field tests (double ring infiltrometer) can be performed within the proposed infiltration basin area to verify infiltration rates of the in-situ soils. We would be pleased to provide these services if required or requested. 12 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation Below the topsoil the borings encountered both sandy and clayey soils including; poorly graded sand, poorly graded sand with silt, silty sand, clayey sand, sandy lean clay, lean clay and silty clay. The soils identified as poorly graded sand, poorly graded sand with silt, silty sand and clayey sand generally meets the ASTM classifications SP, SP-SM, SM and SC, respectively, and will generally be Type C soil under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. The sandy lean clay, lean clay and silty clay generally meet the ASTM Classification of CL and CL-ML and will generally be Type B soil under OSHA guidelines. Temporary excavations in Type C soils should be constructed at a minimum of 1 ½ foot horizontal to every 1 foot vertical within excavations. Temporary excavations in Type B soils should be constructed at a minimum of 1 foot horizontal to every 1 foot vertical within excavations. Slopes constructed in this manner may still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions, then temporary shoring may be required. 5.2 Observations A geotechnical engineer or a qualified engineering technician should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 5.3 Backfill and Fills The on-site soils appear to be above and below their assumed optimum soil moisture content. Soils that will be excavated and used or reused as structural fill or backfill will likely require some moisture conditioning (wetting or drying) to meet the recommend compaction levels. We recommend moisture conditioning all soils that will be used as fill or backfill in accordance with Section 4.3 above. We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed for the proposed foundations, streets and utilities. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. 13 Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the borings in general accordance with ASTM D 2488, “Description and Identification of Soils (Visual- Manual Procedure).” Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a soils engineer. Samples will be retained for a period of 30 days. 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the boring, the hole was checked for the presence of groundwater. Immediately after removing the augers from the borehole the hole was once again checked and the depth to water and cave-in depths were noted. 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur away from the boring, the nature of which may not become apparent until additional exploration work is completed, or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction to evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs, specifications and construction methods. This will allow correlation of the soil conditions encountered during construction to the soil borings and will provide continuity of professional responsibility. 7.2 Review of Design This report is based on the design of the proposed structures as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review, we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 14 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring log. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall, flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 7.4 Use of Report This report is for the exclusive use of Builders Lot Group, LLC and their design team to use to design the proposed structures and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 7.5 Level of Care Haugo GeoTechnical Services has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. APPENDIX Silty Clayey Sand, trace Roots, dark brown, frozen. (Topsoil) (SP) Poorly Graded Sand, fine to coarse grained, with Gravel, brown, moist, loose to medium dense. (Glacial Outwash) (SP-SM) Poorly Graded Sand with Silt, fine grained, brown, moist, medium dense. (Glacial Outwash) (SP) Poorly Graded Sand, fine to coarse grained, trace Gravel, brown, moist, medium dense. (Glacial Outwash) Bottom of borehole at 21.0 feet. AU 9 SS 10 SS 11 SS 12 SS 13 SS 14 SS 15 SS 16 4-4-6 (10) 6-10-18 (28) 6-9-8 (17) 7-7-7 (14) 5-7-8 (15) 4-5-7 (12) 4-6-7 (13) 2.5 NOTES GROUND ELEVATION 961.5 ft MSL LOGGED BY NC DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY JM DATE STARTED 2/23/22 COMPLETED 2/23/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-10 CLIENT Builers Lot Group PROJECT NUMBER 21-1320 PROJECT NAME Bray Hill PROJECT LOCATION Rosemount, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Silty Clayey Sand, trace Roots, dark brown, frozen (Topsoil) (SC) Clayey Sand, fine to medium grained, brown, moist, loose. (Glacial Outwash) (SP) Poorly Graded Sand, fine to coarse grained, trace Gravel, brown, moist, medium dense. (Glacial Outwash) Bottom of borehole at 21.0 feet. AU 25 SS 26 SS 27 SS 28 SS 29 SS 30 SS 31 SS 32 100 33 56 67 89 100 78 100 5-5-3 (8) 4-9-10 (19) 6-10-12 (22) 6-10-10 (20) 8-9-12 (21) 7-7-12 (19) 4-5-8 (13) 13 NOTES GROUND ELEVATION 962 ft MSL LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY JM DATE STARTED 2/27/22 COMPLETED 2/27/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 11 Feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-11 CLIENT Builers Lot Group PROJECT NUMBER 21-1320 PROJECT NAME Bray Hill PROJECT LOCATION Rosemount, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Silty Clay, trace Roots, black, frozen. (Topsoil) (SP) Poorly Graded Sand, fine to medium grained, trace Gravel, moist, loose to medium dense. (Glacial Outwash) (CL) Sandy Lean Clay, trace Gravel, tan, wet, rather soft to medium. (Glacial Till) (CL-ML) Silty Clay with Sand, trace Gravel, tan and gray, wet, very stiff to hard. (Glacial Till) P-200 = 92.5% Bottom of borehole at 21.0 feet. AU 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 3-4-5 (9) 3-6-13 (19) 3-3-3 (6) 3-2-3 (5) 8-10-12 (22) 9-9-9 (18) 12-22-40 (62) 14.5 NOTES GROUND ELEVATION 961.2 ft MSL LOGGED BY NC DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY JM DATE STARTED 2/23/22 COMPLETED 2/23/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-12 CLIENT Builers Lot Group PROJECT NUMBER 21-1320 PROJECT NAME Bray Hill PROJECT LOCATION Rosemount, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Silty Clay, trace Roots, dark brown, frozen. (Topsoil) (CL-ML) Silty Clay, brown, wet, very stiff. (Glacial Outwash) (SP) Poorly Graded Sand, fine to coarse grained, trace Gravel, brown, moist, medium dense. (Glacial Outwash) Bottom of borehole at 21.0 feet. AU 33 SS 34 SS 35 SS 36 SS 37 SS 38 SS 39 SS 40 100 61 39 28 78 83 78 89 3-14-15 (29) 3-6-8 (14) 4-8-10 (18) 3-4-7 (11) 3-4-9 (13) 4-5-8 (13) 5-5-7 (12) 11 NOTES GROUND ELEVATION 960.5 ft MSL LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY JM DATE STARTED 2/27/22 COMPLETED 2/27/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 7 Feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-13 CLIENT Builers Lot Group PROJECT NUMBER 21-1320 PROJECT NAME Bray Hill PROJECT LOCATION Rosemount, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Silty Clay, trace Roots, black, frozen. (Topsoil) (SC) Clayey Sand, fine to medium grained, trace Gravel, brown, moist, loose. (Glacial Outwash) (SP) Poorly Graded Sand, fine to medium grained, trace Gravel, brown, moist, loose to medium dense. (Glacial Outwash) Bottom of borehole at 21.0 feet. AU 41 SS 42 SS 43 SS 44 SS 45 SS 46 SS 47 SS 48 100 94 61 89 106 72 78 78 5-5-5 (10) 5-8-6 (14) 4-5-6 (11) 7-4-6 (10) 4-7-8 (15) 4-6-8 (14) 5-8-10 (18) 13 NOTES GROUND ELEVATION 958.1 ft MSL LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY JM DATE STARTED 2/27/22 COMPLETED 2/27/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 10 Feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-14 CLIENT Builers Lot Group PROJECT NUMBER 21-1320 PROJECT NAME Bray Hill PROJECT LOCATION Rosemount, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Silty Clay, trace Roots, black, frozen. (Topsoil) (SC) Clayey Sand, fine grained, brown, moist, medium dense. (Glacial Outwash) (SP) Poorly Graded Sand, fine to medium grained, brown, moist, medium dense. (Glacial Outwash) Bottom of borehole at 21.0 feet. AU 17 SS 18 SS 19 SS 20 SS 21 SS 22 SS 23 SS 24 100 56 67 50 72 83 83 72 9-9-8 (17) 8-10-9 (19) 7-6-5 (11) 5-7-8 (15) 5-6-7 (13) 6-6-7 (13) 5-7-8 (15) 10 NOTES GROUND ELEVATION 935.4 ft MSL LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY JM DATE STARTED 2/23/22 COMPLETED 2/23/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 7 Feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-16 CLIENT Builers Lot Group PROJECT NUMBER 21-1320 PROJECT NAME Bray Hill PROJECT LOCATION Rosemount, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, black, frozen to 2 to 3 feet then wet. (Topsoil) (SC) Clayey Sand, fine to medium grained, trace Gravel, brown, moist, loose. (Glacial Outwash) (SP) Poorly Graded Sand, fine to coarse grained, trace Gravel, brown, moist, medium dense. (Glacial Outwash) Bottom of borehole at 21.0 feet. AU 81 SS 82 SS 83 SS 84 SS 85 SS 86 SS 87 SS 88 4-3-4 (7) 2-3-5 (8) 3-5-8 (13) 3-7-8 (15) 4-7-12 (19) 3-6-9 (15) 2-5-8 (13) NOTES GROUND ELEVATION 937.5 ft MSL LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY NG DATE STARTED 2/27/22 COMPLETED 2/27/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-17 CLIENT Builers Lot Group PROJECT NUMBER 21-1320 PROJECT NAME Bray Hill PROJECT LOCATION Rosemount, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Silty Clayey Sand, trace Roots, dark brown, frozen. (Topsoil) (SC) Clayey Sand, fine to medium grained, trace Gravel, brown, moist, medium dense. (Glacial Outwash) P-200 = 33.5% (SP-SM) Poorly Graded Sand with Silt, fine to coarse grained, trace Gravel, brown, moist, medium dense. (Glacial Outwash) P-200 = 5.5% Thin Sandy Lean Clay seam at about 7 1/2 feet Bottom of borehole at 21.0 feet. AU 49 SS 50 SS 51 SS 52 SS 53 SS 54 SS 55 SS 56 100 83 56 22 89 61 83 67 7-12-7 (19) 3-7-8 (15) 6-9-10 (19) 5-6-7 (13) 5-5-7 (12) 5-5-7 (12) 4-6-8 (14) 8 2 NOTES GROUND ELEVATION 936.9 ft MSL LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY JM DATE STARTED 2/27/22 COMPLETED 2/27/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 13 Feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-18 CLIENT Builers Lot Group PROJECT NUMBER 21-1320 PROJECT NAME Bray Hill PROJECT LOCATION Rosemount, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Silty Clay, trace Roots, black, frozen. (Topsoil) (CL) Lean Clay, brown, wet, rather soft. (Glacial Outwash) (SP) Poorly Graded Sand, fine to coarse grained, trace Gravel, brown, moist, loose to medium dense. (Glacial Outwash) P-200 = 3.5% Bottom of borehole at 21.0 feet. AU 57 SS 58 SS 59 SS 60 SS 61 SS 62 SS 63 SS 64 100 50 56 78 100 83 106 72 4-2-3 (5) 3-5-5 (10) 5-5-7 (12) 5-6-7 (13) 3-4-6 (10) 2-5-6 (11) 4-6-7 (13) 4 NOTES GROUND ELEVATION 933.1 ft MSL LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY JM DATE STARTED 2/27/22 COMPLETED 2/27/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 8 Feet. HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-19 CLIENT Builers Lot Group PROJECT NUMBER 21-1320 PROJECT NAME Bray Hill PROJECT LOCATION Rosemount, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, trace Roots, black, frozen to 2 to 3 feet then wet. (Topsoil) (SP-SM) Poorly Graded Sand w/ Silt, fine to coarse grained, trace Gravel, brown, moist, loose. (Glacial Outwash) P-200 = 11% (SP) Poorly Graded Sand, fine to coarse grained, trace Gravel, brown, moist, loose to medium dense (Glacial Outwash) Bottom of borehole at 21.0 feet. AU 65 SS 66 SS 67 SS 68 SS 69 SS 70 SS 71 SS 72 100 50 28 44 83 78 100 78 3-3-3 (6) 3-5-5 (10) 2-4-3 (7) 3-3-4 (7) 3-5-5 (10) 3-4-5 (9) 3-5-7 (12) 6.5 NOTES GROUND ELEVATION 929.5 ft MSL LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY NG DATE STARTED 2/27/22 COMPLETED 2/27/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-20 CLIENT Builers Lot Group PROJECT NUMBER 21-1320 PROJECT NAME Bray Hill PROJECT LOCATION Rosemount, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, trace Roots, black, frozen. (Topsoil/Fill) Sandy Lean Clay, trace Gravel, brown and black, moist. (Topsoil/Fill) P-200 = 76.5% (SP) Poorly Graded Sand, fine to medium grained, trace Gravel, brown, moist, medium dense. (Glacial Outwash) P-200 = 3% (SP-SM) Poorly Graded Sand with Silt, fine to medium grained, trace Gravel, brown, moist, medium dense. (Glacial Outwash) Bottom of borehole at 21.0 feet. AU 73 SS 74 SS 75 SS 76 SS 77 SS 78 SS 79 SS 80 100 56 72 83 5-6-9 (15) 3-8-11 (19) 6-8-11 (19) 8-10-11 (21) 7-9-13 (22) 6-10-12 (22) 5-10-12 (22) 15 1 NOTES GROUND ELEVATION 935.7 ft MSL LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY NG DATE STARTED 2/27/22 COMPLETED 2/27/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-21 CLIENT Builers Lot Group PROJECT NUMBER 21-1320 PROJECT NAME Bray Hill PROJECT LOCATION Rosemount, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Dakota County Surveyor’s Office Western Service Center  14955 Galaxie Avenue  Apple Valley, MN 55124 952.891 -7087  Fax 952.891 -7127  www.co.dakota.mn.us March 18, 2022 City of Rosemount 2875 – 145th St. West Rosemount, MN 55068-4997 Re: BRAY HILL The Dakota County Plat Commission met on March 16, 2022, to consider the preliminary plat of the above referenced plat. The plat is adjacent to CSAH 73 (Akron Ave.) and is therefore subject to the Dakota County Contiguous Plat Ordinance. The plan is a replat of Outlot A, GREYSTONE 5TH ADDITION and includes 49 residential lots along CSAH 73 (Akron Ave) and Bonaire Avenue (city street). There is a proposed school site in the southwest quadrant of the CSAH 73/Bonaire Avenue intersection. This proposed site includes two accesses to Bonaire Avenue and no access to CSAH 73. Restricted access is required along all of CSAH 73. A quit claim Dakota County for restricted access is required with the recording of the plat mylars. The Plat Commission has approved the preliminary and final plat, provided that the described conditions are met, and will recommend approval to the County Board of Commissioners on April 5, 2022. Traffic volumes on CSAH 73 are 2,750 ADT and are anticipated to be 6,200 ADT by the year 2040. These traffic volumes indicate that current Minnesota noise standards for residential units could be exceeded for the proposed plat. Residential developments along County highways commonly result in noise complaints. In order for noise levels from the highway to meet acceptable levels for adjacent residential units, substantial building setbacks, buffer areas, and other noise mitigation elements should be incorporated into this development. No work shall commence in the County right of way until a permit is obtained from the County Transportation Department and no permit will be issued until the plat has been filed with the County Recorder’s Office. The Plat Commission does not review or approve the actual engineering design of proposed accesses or other improvements to be made in the right of way. Nothing herein is intended to restrict or limit Dakota County’s rights with regards to Dakota County rights of way or property. The Plat Commission highly recommends early contact with the Transportation Department to discuss the permitting process which reviews the design and may require construction of highway improvements, including, but not limited to, turn lanes, drainage features, limitations on intersecting street widths, medians, etc. Please contact Gordon McConnell regarding permitting questions at (952) 891-7115 or Todd Tollefson regarding Plat Commission or Plat Ordinance questions at (952) 891-7070. Sincerely, Todd B. Tollefson Secretary, Plat Commission c: K:\019959-000\Admin\Docs\2022.03.23 - Final Plat Review.docx Memorandum To: Anthony Nemcek, Senior Planner CC: Stacy Bodsberg, Planning & Personnel Secretary Brian Erickson, City Engineer From: Tim Hanson PE, WSB Engineering Consultant Date: March 23, 2022 Re: Bray Hill Preliminary Plans Preliminary Plat Review Grading and Drainage Plan Review Preliminary Utility Plan Review Landscaping Plan Review WSB File Number 019959-000 SUBMITTAL: Builders Lot Group has submitted preliminary plat and plans for the development of Lot 1, Block 1, Greystone 5th Addition which lies south of Bonaire Path, east of Akron Avenue and north of the Canadian Pacific railroad and Greystone 6th Addition. The plans submitted were prepared by Aterra Land Services. Review comments were generated from plans dated 02.23.2022. The submittal included the following: ▪ Existing Conditions – ALTA Survey ▪ Preliminary Plat ▪ Bray Hill Final Development Plan o Title Sheet o Demolition Plan o Final Grading Plan o Final Sanitary Sewer and Watermain Plan o Final Storm Sewer Plan o Final Street Plan o Construction Details o Tree Inventory and Preservation Plan EXISTING CONDITIONS The ALTA Survey identifies the existing structures and encumbrances on the property. Three existing easements must be vacated with the filling of the final plat. • 3 – Existing 10 foot Drainage and Utility Easement extending around the perimeter of Lot 1, Block 1, Greystone 5th Addition. • 4 – Existing Drainage and Utility Easement per Doc Number 2600994. • 5 – Existing Roadway, Drainage and Utility Easement per Doc Number 3302202. Anthony Nemcek March 11, 2022 Page 2 K:\019959-000\Admin\Docs\2022.03.23 - Final Plat Review.docx PRELIMINARY PLAT / FINAL PLAT The parent parcel, Lot 1, Block 1, Greystone 5th Addition consists of the homestead of the parent parcels for the Greystone developments. The parcel contains a house and 6 structures utilized for agricultural purposes as well as other out buildings and structures. All structures are identified to be razed. The Bray Hill development proposes to extend two public streets from Bonaire Path. The streets provide a loop through the development with a second street extending between the loop and a cul-de-sac street extending from the loop street. The street network provides access to 49 single family residential lots. The easterly end of the property is identified as Outlot D which is proposed to be dedicated to the City as a future well site. The Outlot must provide for a well location that is setback 52 feet from all property lines and the high-water level of a pond or water facility. Ponding cannot be located within the setback. Outlot D is located adjacent to a high vulnerability well head protection area which may impact which aquafer a well can utilized at this site. Three other outlots are proposed. Outlot A is located in the northwest corner of the plat in the southeast corner of the Akron Avenue and Bonaire Path intersection and appears to be dedicated for an entrance monument. Outlot B extends along the north side of the railroad tracks providing a small buffer between the tracks and platted lots. Outlot C is the proposed pondi ng and infiltration area for Bray Hill. • The easements identified previously require vacating in conjunction with the final plat. • A Trail Easement is required over the proposed trail alignment within Outlot B. • A Drainage and Utility Easement is required over the proposed storm sewer within Lot 11, Block 1. • A Drainage and Utility Easement is required over the proposed storm sewer within Lots 1 – 7. Block 3. (Refer to storm sewer comments.) • The southwest corner of Lot 13, block 4 should be truncated 40 feet east of its current end point. The remnant parcel would be included in Outlot B. The development Fees are indicated below based on the 2022 Schedule of Rates and Fees. ▪ Sanitary Sewer Trunk Charge: $1,075/acre ▪ Watermain Trunk Charge: $6,500/acre ▪ Storm Sewer Trunk Charge: $6,865/acre DEMOLITION PLAN The demolition plan identifies the removal of all buildings and private utilities within the lot. • An existing fence on the property line with the Canadian Pacific Railroad needs to be removed. (This does not refer to the snow fence which is on the CP Railroad property.) • An existing water service extending from Bonaire Path must be removed. Remove the curb box standpipe. • An existing FES extending towards Lot 5, Block 4, from Bonaire Path must be removed and the area graded to drain to Bonaire Path. • Existing culvert structures on the south side of Bonaire Path at the east end of the infiltration basin must be removed/modified to accommodate the overflow piping system for the ponding area. GRADING AND DRAINAGE The streets and front yards of all parcels have their runoff drain to a storm sewer system which drains east to the ponding area located in the easterly portion of the plat. The rear yards of the lots adjacent to Akron Avenue and Bonaire Path have their runoff flow toward these streets or it is collected in a rear yard storm sewer system. This storm sewer system also flows to the proposed Anthony Nemcek March 11, 2022 Page 3 K:\019959-000\Admin\Docs\2022.03.23 - Final Plat Review.docx ponding area. The southwest corner of the plat has its runoff flow to the south and west to an existing storm sewer system within Akron Avenue. The rear yard areas of the cul-de-sac flows directly to the pond or is collected by rear yard storm sewer systems that discharge to the pond. • The proposed trail near Akron Avenue includes a culvert under the trail with drainage to the south. Could the grading be adjusted, and the culvert eliminated with surface drainage extending across the trail. It appears to be a small drainage area which would cross the trail. • The lots adjacent to Bonaire Path need to have the rear yard area graded to drain to the street. The storm sewer system from the westerly extension of Street A must be extended to connect with the proposed storm sewer system at the easterly extension of Street A. • The proposed infiltration basin must be moved to the west to provide for 52 feet of separation between a future well head and the High-Water Level of the basin. • Drainage and utility easement lines must be shown on the grading plan. SANITARY SEWER AND WATERMAIN – UTILITY PLAN The proposed sanitary sewer system extends from an existing sanitary sewer stub from Akron Avenue. The lateral sanitary sewer is extended along a common lot line to street A, then to the north within Street A to Street B. The sewer then extends east within Street B to Street A, the loop street, and back to the south and west. Two 8-inch watermain extensions are identified, one extends from an existing watermain stub off Akron Avenue and one watermain extension is proposed to be extended from the existing 16-inch watermain within Bonaire Path. This connection requires excavation into the recently constructed Bonaire Path. An existing 16-inch watermain stub is located east of the cul-de-sac. This stub can be utilized by extending watermain along the common lot line of lots 5 & 6 block 4. The proposed site plan identifies a site for a future municipal well. The requirements of the well site were noted previously. Prior to constructing a well at this location, the city needs to construct a test well to determine the water quality and quantity that would be obtained from this site. • The sanitary sewer depth between manholes 2 & 3 is just short of 30 feet deep. A parallel sanitary sewer needs to be constructed in this area to provide service to the adjacent lots. MH 13 could be moved north to serve lot 6, block 1 & lot 4, block 2. • The sanitary sewer between manholes 1 & 2 is very deep and most likely will impact the adjacent lot pads. Construction/reconstruction of the lot pads may be necessary to avoid differential settlement. • The proposed plan shows the existing sanitary stub at Akron Avenue as proposed. • Rosemount utilizes ductile iron pipe for watermain service. • Remove the proposed watermain extension out to Bonaire Path. Extend watermain to the existing 16-inch watermain stub located east of the cul-de-sac. • Relocate the proposed valve at station 2+10 on Street A to station 4+10. STORM SEWER The proposed storm sewer within Bray Hill consists of three storm sewer systems. The largest system extends within Street C, B, A and the rear yard area of Block 2. A second system extends within the lots along the south side of Bonaire Path. This system is proposed as a broken system (two sections). The storm sewer must be extended across the length of the project and the roadside swale along Bonaire Path filled in. The third system extends parallel to the railroad property collecting rear yard runoff. • Connect the two storm sewer segments along the south side of Bonaire Avenue and place catchbasins in the rear yard areas. Anthony Nemcek March 11, 2022 Page 4 K:\019959-000\Admin\Docs\2022.03.23 - Final Plat Review.docx • Structure 303, and 102 must be sump structures. • Structure 106 is preferred to be in the curb line. • Storm sewer run between structure 123 to 107 should drop into 107 due to the angle, 0.4 drop. • FES 401 must discharge into the NURP basin. • Rip rap at FES must extend to the bottom of the pond. Storm sewer design and layout will also be reviewed with the Surface Water Management review. SURFACE WATER MANAGEMENT The proposed Surface Water Management plan for the preliminary plat is currently being reviewed. Comments included in the Surface Water Management review shall be incorporated in the project design. STREETS, TRAILS, SIDEWALK AND STREETLIGHTS Three local residential streets are proposed in Bray Hill. Street A is a loop street extending from Bonaire Path 320 feet east of Akron Avenue. Street A extends south to the railroad tracks, parallels the tracks to the east and then curves north back to Bonaire Path. Street B extends between the loop of Street A and Street C is the cul-de-sac street which extends east from Street A. A five-foot concrete sidewalk is identified along the interior of the loop of Street A and along the north side of Street B and C. An 8-foot trail is identified to extend from Street A, west adjacent to the railroad tracks to the existing trail along Akron Avenue. • The proposed vertical curves on Street A at station 0+60.00 and station 2+50.00 should be lengthened to 90 feet. • The curb radii at the Bonaire Path and Street A intersections should be 25 feet. • The dropped curb at the existing driveway entrance off Bonaire Path must be removed and replaced with B618 curb. • The proposed vertical curve on Street A at station 15+50.00 should be lengthened to 122 feet. • Pedestrian curb ramps are required at all pedestrian crossings of streets. • The typical section for residential streets is constructed on 2 feet of select granular borrow. • The typical section for concrete sidewalks is constructed on 12 inches of select granular borrow. The project can utilize class 7 above the select granular borrow. • A streetlight must be added on the common lot line of Lots 13 & 14, Block 2. • Street intersections with Bonaire Path require an overhead light fixture, decorative lights can be utilized within the subdivision at 350 foot maximum spacing and intersections. LANDSCAPE PLAN The Landscape plan was reviewed for conflicts with infrastructure. Tree plantings should allow space for access and maintenance of proposed infrastructure. General Infrastructure design shall be completed in accordance with the City of Rosemount’s Engineering Guidelines and Standards. Infrastructure construction shall be completed in accordance with the latest edition of the City’s General Specifications and Standard Detail Plates for Street and Utility Construction. K:\019959-000\Admin\Docs\WR Review\019959-000 Bray Hill Stormwater Review Memo 20220316.docx 701 XENIA AVENUE S | SUITE 300 | MINNEAPOLIS, MN | 55416 | 763.541.4800 | WSBENG.COM Memorandum To: Brian Erickson, City of Rosemount From: Bill Alms, PE Henry Meeker, EIT Date: March 16, 2022 Re: Bray Hill Plan Review WSB Project No. 019959-000 I have reviewed the documents provided by Aterra on 2/24/2022 for the Bray Hill development project. Documents reviewed include: Bray Hill Final Development Plans Date: February 24, 2022 Author: Aterra Bray Hill Stormwater Management Plan Date: February 24, 2022 Author: AE2S Bray Hill Lateral Storm Sewer Design Date: February 24, 2022 Author: Aterra Bray Hill Final Plat Date: February 24, 2022 Author: Cornerstone Applicant should provide responses to each comment. I offer the following comments below. Grading, Drainage, and Erosion Control Comments on Plan Set 1. General a. An NPDES permit will be required prior to the start of construction. b. A SWPPP will need to be included with the next submittal. c. Inlets are required every 300’ on streets to prevent runoff from flowing through intersections. d. Show sump elevations in plans. The final structure before outletting to a water basin requires a 3 foot sump. 2. Ponds and Wetlands a. Include the 10-day snowmelt HWL on plans. 3. Emergency Overflow Routes: a. No comments. 4. Retaining Walls: a. No comments. 5. Erosion Control: a. No comments 6. Grading: a. Provide the datum used for grading elevations. Stormwater Management Plan: 1. General Storm Sewer Design a. Increase the HydroCAD model timespan for the 10-day snowmelt event. 100 hours only captures a small portion of the rising limb of the storm curve. Brian Erickson March 17, 2022 Page 2 K:\019959-000\Admin\Docs\WR Review\019959-000 Bray Hill Stormwater Review Memo 20220316.docx b. Insulation is required where storm sewer crosses over watermain with 18” or less of vertical separation. See the crossing under the pipe connecting STMH 104 and CBMH 103. c. Connect the storm sewer south of Bonaire Path E along block 3 with one continuous pipe instead of swale flows. Back yard drainage of these lots can be collected with catchbasins along the run of pipe or routed to the street drainage on Bonaire path E. However, the capacity of this street drainage must be analyzed to show it can handle this extra runoff. d. Moving structure 113 south along street A is recommended to bring the pipe further into ROW. e. Route FES 401 to flow directly into dead storage of BMP. Flows are not permitting to run over infiltrating surface without pretreatment. f. Deconflict outlet from the site BMP. Connecting overflow pipe to one of the two culverts under Bonaire Path E is recommended. Again, demonstrate culvert has capacity for this modification. 2. Water Quantity a. No comments. 3. Rate/Volume Control a. Site soils are given as HSG B, per Rosemount engineering standards the infiltration rate should be taken as 0.15 in/hr, not the 1 in/hr used in modeling. Different infiltration rates will be considered (up to a maximum of 3.0 in/hr) by the City Engineer based on percolation tests or other pertinent information conducted by a professional soil scientist or Professional Engineer. 4. Freeboard a. No comments. 5. Water Quality a. Assuming 1 in/hr infiltration rates, the 100-yr HWL of 935.79 will not allow for the infiltration basin to draw down within 48 hours as required under NPDES design requirements. b. The proposed municipal well should be reviewed for appropriate MDH setbacks and freeboard from basin HWL. 6. Easements a. The D&U easement over the pipe between structure 102 and 101 must be widened to account for the pipe depth. Since the pipe is greater than 10’ deep, the easement must be wide enough to allow for 1:1 grading from the bottom of the pipe to ground surface. For instance, at its deepest portion, the pi pe invert is approximately 15’ below ground surface, requiring a 30’ D&U easement to allow for sloped access to the pipe. M E M O R A N D U M To: Adam Kienberger, Community Development Director Anthony Nemcek, Senior Planner Julia Hogan, Planner From: Dan Schultz, Parks and Recreation Director Date: March 23, 2022 Subject: Bray Hill Development The Parks and Recreation Department recently reviewed the plans for the Bray Hill Development and has the following comments: Local Trails and Sidewalks The sidewalk amenities appear to be designed in a manner that works toward the City’s goal of having a well-connected community. Staff does recommend that the grading plan along the south side of Bonaire Path be adjusted to allow for a benched area to be created for a future trail. The future trail will be built by the City. Parks Dedication Because the City is not looking to acquire parkland in this development, the parks dedication for this development would be cash in-lieu of land. The cash dedication for 49 low density units @ $3,400 per units would be $166,600. The Parks and Recreation Commission will review the preliminary plat on Monday, March 28,2022. Please let know if you have any questions about this memo.