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Planning Commission Agenda 03-07-2017 AGENDA REGULAR MEETING - MONTICELLO PLANNING COMMISSION Tuesday, March 7th, 2017 - 6:00 p.m. Mississippi Room, Monticello Community Center Commissioners: Brad Fyle, Sam Murdoff, Marc Simpson, Lucas Wynne Council Liaison: Charlotte Gabler Staff: Angela Schumann, Steve Grittman (NAC), Jacob Thunander, John Rued 1. General Business A. Call to Order B. Consideration of approving minutes a. Regular Meeting Minutes – February 7th, 2017 C. Citizen Comments D. Consideration of adding items to the agenda 2. Public Hearings A. Public Hearing - Consideration of request for Variance to front yard setback for an attached accessory use garage in an R-1 (Single Family Residential) District. Applicant: Kim and Jeff O’Neill B. Public Hearing – Consideration of a request for amendment to Conditional Use Permit for Pre-K – 12 Educational Use in an R-1 (Single-Family Residence) District Applicant: Wold Architects & Engineers 3. Regular Agenda A. Consideration of the Community Development Directors Report 4. Added Items 5. Adjournment Special Meeting Mississippi Room - 7:30 PM Planning Commission Vacancy Interviews 1 MINUTES REGULAR MEETING - MONTICELLO PLANNING COMMISSION Tuesday, February 7th, 2017 - 6:00 p.m. Mississippi Room, Monticello Community Center Present: Brad Fyle, Sam Murdoff, Marc Simpson, Lucas Wynne Council Liaison: Charlotte Gabler Staff: Angela Schumann, Steve Grittman (NAC), Jacob Thunander, John Rued 1. General Business A. Call to Order Brad Fyle called the regular meeting of the Monticello Planning Commission to order at 6:00 p.m. B. Consideration of approving minutes a. Regular Meeting Minutes – January 3rd, 2017 MARC SIMPSON MOVED TO APPROVE THE REGULAR MEETING MINUTES OF JANUARY 3RD, 2017. SAM MURDOFF SECONDED THE MOTION. MOTION CARRIED, 4-0. C. Citizen Comments None. D. Consideration of adding items to the agenda Angela Schumann requested the removal of Item 3B as the Special Meeting of the Planning Commission was cancelled. 2. Public Hearings A. Public Hearing - Consideration of a request for amendment to Conditional Use Permit for Development and Final Stage Planned Unit Development for multi-tenant specialty dental facility in a B-4 (Regional Business) District Applicant: bdh + young Steve Grittman noted the item as an amendment to Conditional Use Permit for Planned Unit Development. The Planned Unit Development was approved with a Conditional Use Permit under the previous code and was applied to the area for a variety of reasons, primarily for the platting of the area. The amendment to Conditional Use Permit would accommodate the development of the proposed, multi-tenant dental facility, which is a permitted use in the B-4 (Regional Business) zoning district. Special Meeting - CANCELLED Academy Room - 5:30 PM Planning Commission Vacancy Interviews 2 The applicant is seeking an 11,800 square feet building. The proposed building would be constructed along Highway 25, with a parking lot to the west of the building. Forty-nine parking spaces are proposed with an additional ‘proof of parking’ for additional parking, if needed. Access would be located along Deegan Court, where a monument sign would also be placed nearby. A retaining wall would be placed on the north boundary of the property due to the steep slopes near the wetland. A thorough landscaping plan was provided on the site. Staff recommended approval of the amendment to Conditional Use Permit with the conditions outlined in Exhibit Z. Brad Fyle opened the public hearing and welcomed the applicant to the podium first. Mark Davis, Davis Group, mentioned that the dental clinic has three tenants lined up to sign leases in the spaces including the following practices: oral surgery, orthodontics, and children’s dentistry. These businesses all have a current presence in Monticello and would fill the entire building space. The applicant proposed a spring construction start, with completion in the fall. Fyle sought confirmation that the building would blend in with neighboring buildings, specifically the Premier Bank building. Charlotte Gabler requested the applicant plant a few additional trees along Highway 25. Gabler also asked about signage for the tenants. Davis responded that the interested tenants all agreed to wall signage, rather than a sign along Highway 25. Lucas Wynne asked if the applicant was in agreeance with the comments identified in Exhibit Z. Davis responded that they were in agreement with all comments including the addition of landscaping near to the north boundary and the addition of trees along Highway 25. Gabler asked if there were any concerns with the four way stop at the intersection of School Boulevard and Deegan Avenue. Grittman responded the area was designed for commercial development and no concerns have been noted. Hearing no further comments, Brad Fyle closed the public hearing. Decision 1: Motion to adopt Resolution No. PC-2017-003, recommending approval of the amendment to PUD for Monticello Specialty Clinic, Prairie Ponds. SAM MURDOFF MOVED TO APPROVE RESOLUTION #PC-2017-003 RECOMMENDING APPROVAL OF THE AMENDMENT TO PRAIRIE PONDS PUD, CONTINGENT ON COMPLIANCE WITH THE FINDINGS IN SAID RESOLUTION AND THOSE CONDITIONS SPECIFIED IN EXHIBIT Z 3 AND THE PLANTING OF TWO ADDITIONAL TREES ALONG HIGHWAY 25. LUCAS WYNNE SECONDED THE MOTION. MOTION CARRIED, 4-0. EXHIBIT Z Monticello Specialty Clinic PUD Amendment Deegan Court Lot 2, Block 1, Prairie Ponds . 1. Verification of sign areas as consistent with the zoning ordinance. 2. Revise lighting plan to demonstrate compliance with light pole height requirements. 3. Provide shrub plantings along the north boundary to screen future parking expansion. 4. Verify trash enclosure materials will match building materials, consistent with code requirements. 5. Compliance with the terms and conditions of the City Engineer’s report, dated February 1st, 2017. 6. The applicant enter into a development agreement or proceedings for the amendment to PUD for Prairie Ponds. 7. Addition of two tree plantings along Highway 25. 8. Comments of other City Staff. B. Public Hearing – Consideration of adoption of the Monticello 2017 Official Zoning Map Applicant: City of Monticello Angela Schumann noted at the last meeting in January, 2017, the zoning map was brought forth to the Planning Commission. After secondary review, staff noticed that the boundary areas of the Special Use Overlay District were not consistent on the approved zoning map. That was the only change to the zoning map from the January, 2017 Planning Commission meeting. Brad Fyle opened the public hearing. Hearing no comments, the public hearing was closed. SAM MURDOFF MOVED TO ADOPT RESOLUTION NO. PC-2017-004 RECOMMENDING THE ADOPTION OF ORDINANCE NO. 6XX FOR THE 2017 CITY OF MONTICELLO OFFICIAL ZONING MAP, INCLUDING SHORELAND/FLOODPLAIN COMPANION MAP, BASED ON THE 4 FINDINGS IN SAID RESOLUTION. MARC SIMPSON SECONDED THE MOTION. MOTION CARRIED, 4-0. 3. Regular Agenda Consideration of a request for simple subdivision resulting in two buildable parcels in the R-1 (Single-Family Residence) District to facilitate right of way for 7th Street/Fallon Avenue, per City Ordinance Title 11, Chapter 1, Section 7 Applicant: City of Monticello Steve Grittman presented a parcel of land, currently owned by St. Henry’s Church, where the Fallon Avenue improvements were expected to occur. The improvements to Fallon will include the extension of Fallon Avenue with an overpass that would intersect with 7th Street and create a roundabout. St. Henry’s has agreed to the conveyance of 1.7 acres of the parcel to the City of Monticello for a portion of the needed right-of-way. Grittman reviewed the Exhibit Z comments and noted that any changes to the layout of the improvements could eliminate the conveyance of land to the City of Monticello. Brad Fyle asked if excess land could be sold back if development were to occur to the north or west of the site. Grittman stated it was conceivable since the City would be the fee title owner, but it’s not intended at this time. Marc Simpson asked if everything to the east of the proposed conveyance would remain St. Henry’s. Grittman confirmed. Gabler commented that the City Council had previously approved the purchase agreement of the land, which took into account right-of-way and roundabout design. EXHIBIT Z Simple Subdivision Lot 1, Block 1, Church of St. Henry Addition Conditions of approval for the proposed Simple Subdivision: 1. Conveyance of the 1.7 acre parcel from the current owner to the City of Monticello. 2. In the event the County rejects the descriptions of the metes and bounds subdivision, the applicant will need to re-apply and utilize a formal plat process. 3. Compliance with the requirements of the City Engineer regarding easements, grading, drainage, and utilities. 5 MARC SIMPSON MOVED TO ADOPT RESOLUTION NO. PC 2017-005 RECOMMENDING APPROVAL OF THE SIMPLE SUBDIVISION FOR THE CITY OF MONTICELLO AND THE CHURCH OF ST. HENRY, SUBJECT TO THE CONDITIONS IN EXHIBIT Z. SAM MURDOFF SECONDED THE MOTION. MOTION CARRIED, 4-0. A. Consideration for recommendation for appointment of Planning Commissioner – REMOVED Angela Schumann stated one of the applicants withdrew their applications to the Planning Commission. With the approval of Brad Fyle, the position was reposted to allow for additional applications to be received. The posting would be open until the end of February, with a special meeting held prior to the regular scheduled March 7th Planning Commission Meeting. B. Consideration of the Community Development Directors Report Angela Schumann stated that at 4 p.m. on February 9th, the Steering Committee for the Small Area Study would meet with the Cunningham Group. Marc Simpson is the Planning Commission representative on the committee. Updates regarding the study would be regularly provide to the Planning Commission. A community engagement exercise would also begin in the next week in the hallway of the Community Center. 4. Added Items None. 5. Adjournment MARC SIMPSON MOVED TO ADJOURN THE MEETING AT 6:32 P.M. SAM MURDOFF SECONDED THE MOTION. MOTION CARRIED, 4-0. Recorder: Jacob Thunander ____ Approved: March 7, 2016 Attest: ____________________________________________ Angela Schumann, Community Development Director Planning Commission Agenda – 3/7/17 1 2A. Public Hearing – Consideration of a request for a variance to construct a garage within the front yard setback at 815 West River Street. Applicant: O’Neill, Kim and Jeff (NAC) A. REFERENCE & BACKGROUND The applicant has withdrawn the request at this time. Planning Commission Agenda – 03/07/2017 1 2B.Public Hearing –Consideration of a request for amendment to Conditional Use Permit for Pre-K – 12 Educational Use in an R-1 (Single-Family Residence) District Applicant: Wold Architects & Builders.(NAC) Property:Legal: Lot 1, Block 1, Monticello Middle School Addition Address: 800 Broadway Street East Planning Case Number:2016-007 A.REFERENCE & BACKGROUND Request(s):Conditional Use Permit Amendment for school facility modifications/improvements. Deadline for Decision:April 16th, 2017 (60 Days) Land Use Designation:Places for Community Zoning Designation:R-1, Single Family Residential The purpose of the "R-1" single family district is to provide for low density, single family, detached residential dwelling units and directly related complementary uses. Overlays/Environmental Regulations Applicable:NA Current Site Use:Middle School Surrounding Land Uses: North:Hospital and Medical Clinics East:Stormwater Pond/Industrial South:Railroad West:Low-Mid Density Residential Project Description: The applicants propose the following: Planning Commission Agenda – 03/07/2017 2 1.Construction of a new loading dock (building addition) on the south side of the school building. The loading dock (building addition) measures approximately 580 square feet in size and will incorporate two trash enclosures. 2.The relocation of four tennis courts from the east side of the site to the southeast corner of the site. The applicants have further requested approval of two additional tennis courts (as an option) in the same location. 3.Expansion of the school’s east parking lot to overlay that area of the site currently occupied by the tennis courts (to be relocated). The parking lot expansion will provide a total 83 additional stalls. In conjunction with the parking lot expansion, an adjacent infiltration basin is proposed. ANALYSIS Review considerations for Conditional Use Permit: •As noted above, the School District wishes to amend its existing conditional use permit to accommodate the following upon the Monticello Middle School site: 1.Construction of a new loading dock (building addition) on the south side of the school building. 2.The relocation of four tennis courts from the east side of the site to the southeast corner of the site, with f two additional tennis courts (as an option) in the same location at some future point. 3.Expansion of the school’s east parking lot in the of the site currently occupied by the tennis courts (to be relocated), including an adjacent infiltration basin. In addition to the preceding, the School District has further expressed a desire to pave an existing gravel parking lot located in the extreme southwest corner of the site. The parking lot is routinely used by a counseling center located across the street (to the west) from school site, although no formal cross parking agreement is in place. Moreover, it would appear that the counseling center property has adequate room for parking expansion if necessary. Additionally, the current design of the parking appears to cross over the current property line of the Middle School plat. The ownership of this area is being explored and will be required to be verified as eligible for school district use in order to complete the parking area as proposed. Planning Commission Agenda – 03/07/2017 3 •General CUP standards are found in Section 2.4(D)(4) of the Zoning Ordinance, as follows: (a) Conditional Use Permit Criteria Approval of a Conditional Use Permit application requires that the City find that conditions can be established to ensure that all of the following criteria will always be met: (i) The conditional use will not substantially diminish or impair property values within the immediate vicinity of the subject property; (ii) The conditional use will not be detrimental to the health, safety, morals, or welfare of persons residing or working near the use; (iii) The conditional use will not impede the normal and orderly development of surrounding property for permitted uses predominant in the area; (iv) The conditional use will not pose an undue burden on public utilities or roads, and adequate sanitary facilities are provided; (v) The conditional use can provide adequate parking and loading spaces, and all storage on the site can be done in conformance with City code requirements; (vi) The conditional use will not result in any nuisance including but not limited to odor, noise, or sight pollution; (vii) The conditional use will not unnecessarily impact natural features such as woodlands, wetlands, and shorelines; and all erosion will be properly controlled; (viii) The conditional use will adhere to any applicable additional criteria outlined in Chapter 5 for the proposed use. •Specific CUP Standards for schools are referenced in the addendum to Table 5-1, and found in Section 5.2(D)(8): (8) K-12 Schools (public or private): (a) Educational institutions on parcels exceeding 20,000 square feet in area shall be located with direct frontage on, and access to, a collector or arterial street. (b) The buildings are set back from adjoining residential districts a distance no less than double the adjoining residential setback. (c) When abutting a residential use in a residential use district, the property shall be screened with an aesthetic buffer (Table 4-2, Buffer Type “B”) in accordance with section 4.1(G) of this ordinance. (d) Adequate off-street parking and access is provided on the site or on lots directly abutting or directly across a public street Planning Commission Agenda – 03/07/2017 4 or alley to the principal use in compliance with Section 4.8 of this ordinance and that such parking is adequately screened and landscaped from surrounding and abutting residential uses in compliance with Section 4.1(F) of this ordinance. (e) Adequate off-street loading and service entrances are considered and satisfactorily provided in accordance with Section 4.9 of this ordinance. (f) Exterior lighting standards outlined in Section 4.4 of this ordinance shall be met. The proposed school site improvements are common school uses and are not expected to result in any negative impacts upon neighboring uses or internal site functioning. In this regard, no adverse impacts on existing conditions or the requirements of the Zoning Ordinance for this use are anticipated as a result of the conditional use permit approval amendment. Planning Staff does however, recommend that the following be considered as part of conditional use permit amendment processing: Southwest Parking Lot. The proposed paving of the gravel parking lot in the southwest corner of the site is considered positive as the lot’s existing gravel surfacing does not meet the requirements of the Zoning Ordinance. It is presumed that this lot will serve those utilizing the relocated tennis courts, however, off-site use of the lot is not a part of this approval. The school may accommodate the counseling center’s use, but the lot is not required to meet parking requirements for the school site or the relocation of the courts. As noted earlier, the ownership status of the parcel relative to the proposed improvement will also be required. Stormwater Management. At the time of this report, the applicant’s engineer was working with the City Engineer on items related to site stormwater management. The applicant will be required to comply with the City Engineer’s requirements for stormwater management. B.ALTERNATIVE ACTIONS 1.Motion to adopt Resolution No. PC-2017-007, recommending approval of a Conditional Use Permit Amendment for a school in an R-1 zoning district, subject to applicable conditions identified in Exhibit Z. 2.Motion to deny adoption of Resolution No. PC-2017-007, based on findings to be established at the public hearing. 3.Motion to table action on Resolution No. PC-2017-007, subject to additional information. Planning Commission Agenda – 03/07/2017 5 C. STAFF RECOMMENDATION The building/site improvements proposed by the School District are common school uses, and are not expected to have any adverse impacts upon adjacent properties. With this in mind, Planning Staff recommends approval of the Conditional Use Permit Amendment subject to the conditions listed in Exhibit Z. D. SUPPORTING DATA A.Resolution No. PC-2017-007, Conditional Use Permit B.Aerial Site Image C.Phasing Plan D.Applicant Narrative E.Land Use Plan, Site Location F.Official Zoning Map, Site Location G.ALTA Commitment H.Storm Water Pollution Prevention Plan I.Application Plans, including: J.Boundary Map K.Survey L.Removals M.Site Plan N.Grading Plan O.Utility and Erosion Control Plan P.Details Q.Site Plan – Circulation R.Space Use Plans S.Rooftop Equipment T.City Engineer’s Stormwater Evaluation, dated March 1st, 2017 Z. Conditions of Approval Planning Commission Agenda – 03/07/2017 6 EXHIBIT Z Conditional Use Permit Amendment for School in R-1 District 800 Broadway Street East Monticello Middle School 1.Approval of the conditional use permit amendment acknowledges the possible construction of either four or six tennis courts upon the subject property consist with that depicted upon the submitted site plan dated January 27, 2017. 2.Brick utilized on exterior of the loading dock building addition shall match the color of the brick utilized on the existing building. 3.Ownership status and eligibility for use of area outside of Middle School plat for the proposed western parking lot improvement to be verified by the applicant, or the parking lot is reconfigured to address this condition. 4.Compliance with the terms of the City Engineer’s review recommendations, including those for stormwater management. 5.Comments and recommendations of other staff and Planning Commission. 1 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2017-007 Motion By: Seconded By: A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF AN AMENDMENT TO A CONDITIONAL USE PERMIT FOR K-12 SCHOOL FACILITY (MONTICELLO MIDDLE SCHOOL) IN THE R-1 ZONING DISTRICT WHEREAS, the applicant is proposing to construct an addition and other site improvements to an existing school building; and WHEREAS, the subject property is proposed to be zoned R-1, Single Family Residential, in which schools are allowed as a conditional use; and WHEREAS, the proposed addition will not result in impacts to the site or to surrounding property; and WHEREAS, the proposed addition is consistent with the relevant general and conditional zoning requirements of the R-1 District; and WHEREAS, the remaining site and building improvements on the subject property are not affected by the proposed construction; and WHEREAS, the Planning Commission held a public hearing to consider the matter at its regular meeting on March 7th, 2017 and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has consid ered all of the comments and the staff report, which are incorporated by reference into the resolution; and WHEREAS, the Planning Commission of the City of Monticello makes the following Findings of Fact in relation to the recommendation of approval: 1. The proposed addition is consistent with the intent of the Monticello Comprehensive Plan. 2. The proposed addition will meet the requirements of the Monticello Zoning Ordinance. 2 3. The proposed addition will not create undue burdens on public systems, including streets and utilities. 4. The proposed addition will not create substantial impacts, visual or otherwise, on neighboring land uses. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota that the proposed Conditional Use Permit is hereby recommended for approval, subject to the following conditions: 1. Approval of the conditional use permit amendment acknowledges the possible construction of either four or six tennis courts upon the subject property consist with that depicted upon the submitted site plan dated January 27, 2017. 2. Brick utilized on exterior of the loading dock building addition shall match the color of the brick utilized on the existing building. 3. Ownership status and eligibility for use of area outside of Middle School plat for the proposed western parking lot improvement to be verified by the applicant, or the parking lot is reconfigured to address this condition. 4. Compliance with the terms of the City Engineer’s review recommendations, including those for stormwater management. 5. Comments and recommendations of other staff and Planning Commission. ADOPTED this 7th day of March, 2017, by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION By: _______________________________ Brad Fyle, Chair ATTEST: ______________________________ Angela Schumann, Community Development Director Wo ld Arch itects & En gineers - R eq uest fo r Amen dment to Con ditio na l Use Permit Lot 1, Block 1 M onticello M iddle School Addition | PID 155239001010 | 302 Washington Street C reated by : C ity of Monticello 385 ft Comm No: 152248 Monticello Middle School Renovation - Phase II LAND USE APPLICATION SUBMITTAL Monticello, MN Independent School District #882 February 6, 2017 PACKET CONTENTS: PHASING PLAN PROJECT NARRATIVES & TABULATION BOX LAND USE MAP ZONING MAP ALTA COMMITMENT STORM WATER PREVENTION POLLUTION PLAN MONTICELLO MIDDLE SCHOOL STORM WATER MANAGEMENT REPORT PHASE 1 (COMPLETE)NEW OFFICE AND ENTRY ADDITIONPHASE 1 (COMPLETE)SITE UPDATES TO SIDEWALK AND PARKINGADJACENT TO NEW ADDITIONPHASE 2PARKING EXPANSIONPHASE 2TENNIS COURT RELOCATION(4 COURTS BASE BID, 2 ADDITIONALCOURTS BY ALTERNATE)PHASE 2PARKING ALTERATION &SIDEWALK FOR TENNIS COURTSPHASE 2LOADING DOCK BY ALTERNATEPHASE 2INFILTRATION BASINC:\Users\grippl\Documents\152248_CENTRAL_grippl@woldae.com.rvt2/3/2017 12:57:06 PMIndependent School District #882Monticello Middle School Renovation - Phase IIComm No: 152248S:\ISD882\Monticello Middle School\152248 - Middle School (PH II)\02_ARCH\Revit\152248_CENTRAL.rvtPHASING PLAN C:\Users\grippl\Documents\152248_CENTRAL_grippl@woldae.com.rvt 2/3/2017 1:21:44 PM Independent School District #882 Monticello Middle School Renovation - Phase II Comm No: 152248 NARRATIVES & TABULATION BOXS:\ISD882\Monticello Middle School\152248 - Middle School (PH II)\02_ARCH\Revit\152248_CENTRAL.rvt PROJECT NARRATIVEPROJECT NARRATIVEPROJECT NARRATIVEPROJECT NARRATIVE The proposed project submitted for conditional use permit and site plan review is for parking alterations, tennis court relocation, and loading dock with trash enclosures at Monticello Middle School. There is also rooftop equipment related to an interior kitchen renovation included in this review. This is Phase 2 of 2 for this site, where the Phase 1 building addition and related parking alterations have been completed. In Phase 2, the parking alterations and relocating four tennis courts are part of the base bid for this project. Providing two additional tennis courts is by alternate, and providing a loading dock with trash enclosures is also by alternate. SITE DESCRIPTIONSITE DESCRIPTIONSITE DESCRIPTIONSITE DESCRIPTION The intended use of the project site is for the Monticello Middle School. The site contains (5) structures: (1) middle school, (2) garage structure, (3) garage structure, (4) garage structure, (5) shed structure. The occupance classification for the school building is Group E, with an occupancy load of 3,215. TABULATION BOXTABULATION BOXTABULATION BOXTABULATION BOX CONDITIONAL USE PERMIT NARRATIVECONDITIONAL USE PERMIT NARRATIVECONDITIONAL USE PERMIT NARRATIVECONDITIONAL USE PERMIT NARRATIVE The proposed conditional use for the identified site is a public middle school. The school's hours of operation are 7:00 am - 3:15 pm. The proposed site plan for the Monticello Middle School would serve to increase parking at the school, relocate tennis courts and provide paved parking at the tennis courts, and provide a loading dock at the school with trash encosures. This proposal will meet the criteria for approval through the inclusion of maps, surveys, and site plans specific to the conditional use of a public middle school in a residential district as set forth in the Monticello Zoning Ordinance. C:\Users\grippl\Documents\152248_CENTRAL_grippl@woldae.com.rvt2/3/2017 12:57:06 PMIndependent School District #882Monticello Middle School Renovation - Phase IIComm No: 152248S:\ISD882\Monticello Middle School\152248 - Middle School (PH II)\02_ARCH\Revit\152248_CENTRAL.rvtADJACENT LANDUSE MAPEXISTING MONTICELLOMIDDLE SCHOOL SITE C:\Users\grippl\Documents\152248_CENTRAL_grippl@woldae.com.rvt2/3/2017 12:57:06 PMIndependent School District #882Monticello Middle School Renovation - Phase IIComm No: 152248S:\ISD882\Monticello Middle School\152248 - Middle School (PH II)\02_ARCH\Revit\152248_CENTRAL.rvtADJACENT ZONINGMAPR-1R-1R-1R-1R-1R-1R-1R-3R-APERFORMANCEBASED OVERLAYDISTRICTR-3PERFORMANCE BASEDOVERLAY DISTRICTB-2B-2R-2R-2B-1R-3R-3R-3EXISTING MONTICELLOMIDDLE SCHOOL SITE C:\Users\grippl\Documents\152248_CENTRAL_grippl@woldae.com.rvt 2/3/2017 1:22:29 PM Independent School District #882 Monticello Middle School Renovation - Phase II Comm No: 152248ALTA COMMITMENTS:\ISD882\Monticello Middle School\152248 - Middle School (PH II)\02_ARCH\Revit\152248_CENTRAL.rvt ALTA COMMITMENT MONTICELLO MIDDLE SCHOOL PHASE II ORT Alta Commitment Scom Page 1 ALTA COMMITMENT - 1982 Rev. SCHEDULE A APPLICATION NO.: ORTE742842 1. EFFECTIVE DATE:January 11, 2016 at 7:00 A.M. 2. POLICY OR POLICIES TO BE ISSUED: (a) 'ALTA' OWNER'S POLICY 06-17-06 Amount: PROPOSED INSURED: (b) 'ALTA' LOAN POLICY 06-17-06 Amount: PROPOSED INSURED: 3. THE ESTATE OR INTEREST IN THE LAND DESCRIBED OR REFERRED TO IN THIS COMMITMENT AND COVERED HEREIN IS A FEE SIMPLE AND TITLE THERETO IS AT THE EFFECTIVE DATE HEREOF VESTED IN: Parcel 1: Independent School District No. 7 of Monticello, Minnesota Parcels 2, 3 and 4: Independent School District #882, a Minnesota corporation Vesting Documents ORT Alta Commitment Scom Page 2 4. THE LAND REFERRED TO IN THIS COMMITMENT IS DESCRIBED AS FOLLOWS: Parcel 1: All of Blocks 15, 26, 27, 28, 29, 30, 31, and 40, all lying and being in the town or townsite of Lower Monticello according to the plat by R.J. Mendenhall recorded March 11, 1857 in the office of the Register of Deeds of Wright County, Minnesota. AND The Easterly 15 feet of Washington Street extending from the Southwest corner of Block 40 to the Northwest corner of Block 15 in the Town of Lower Monticello, and all that portion of Third, Second, Dayton, Cedar, Elm and Oak Streets abutting Blocks 15, 26, 27, 28, 29, 30, 31, and 40 within the following named area: Beginning at a point on the Southwest corner of Block 40, thence in a Northeasterly direction along the Easterly side of Washington Street to the Northwest corner of Block 15; thence in a Southeasterly direction along the Southerly edge of Broadway Street to the Northwesterly edge of a small, fractional, triangular lot, commonly known and designated as "81"; thence in a Southwesterly direction along the Easterly edge of Oak Street about 86 feet to the Southerly edge of the Village limits; thence West along said Village limits line to the Southwesterly corner of Lot 5 in Block 40; thence to the place of beginning, Wright County, Minnesota. EXCEPTING: All that part of Lots 3, 4, 5, 6 and 7, Block 28, Townsite of Lower Monticello, lying northeasterly of Wright County State Aid Highway No. 75, together with the northwesterly half of vacated Oak Street lying southwesterly of the southeasterly extension of the northeasterly line of Lot 3, Block 28, Townsite of Lower Monticello, and lying northeasterly of the southeasterly extension of the southwesterly line of said Lot 3, all according to plat on file and of record in the office of the County Recorder, in and for the County of Wright, State of Minnesota. AND ALSO EXCEPTING: That part of Lot 6 of Block 27 and vacated Elm Street within the Townsite of Lower Monticello, according to the recorded plat thereof, Wright County, Minnesota, adjoining and lying southwesterly of the southwesterly line of Second Street (Hart Boulevard) and adjoining and lying northeasterly of a line 75 feet northeasterly of the following described line: Beginning at a point on the east line of Section 13, Township 121 North, Range 25 West, distant 1022 feet north of the east quarter corner thereof; thence run northwesterly at an angle of 53 degrees, 18 minutes, 00 seconds with said east section line for 1651.4 feet; thence deflect to the right on a 0 degree, 45 minute, 00 second curve (delta angle 7 degrees, 26 minutes, 00 seconds) ORT Alta Commitment Scom Page 3 for 991.1 feet; thence on tangent to said curve for 2255.2 feet to tangent spiral point; thence deflect to the left on a spiral curve of decreasing radius (spiral angle 1 degree, 07 minutes, 30 seconds) for 150 feet to spiral curve point; thence deflect to the left on a 1 degree, 30 minute, 00 second circular curve (delta angle 15 degrees, 30 minutes, 00 seconds) for 1033.3 feet to curve spiral point and there terminating. All lying in the NE 1/4 of the SW 1/4 of Section 12-121-25. Parcel 2: All that parcel of land lying and being north and east of townsite road, except the railroad right-of-way, in the Southwest Quarter of the Southwest Quarter (SW1/4 SW1/4) of Section 12, Township 121, Range 25. The above tract is also designated on the Government plat thereof, of record, as Lot 9. The above tract is also described as: That part of the Southwest Quarter of the Southwest Quarter (SW1/4 SW1/4) of Section 12, Township 121, Range 25, lying north of the Territorial Road, excepting therefrom the railroad right-of-way described in deed recorded in Book 5 of Deeds, page 495, and the tract conveyed to Anna Malone and described in Book 132 of Deeds, page 373. Excepting from said tract as so variously described: The westerly five (5) acres thereof lying south of the railroad right-of-way, which said five acres are bounded on the north by said railroad right-of-way and on the south and west by said Townsite or Territorial Road. Parcel 3: That part of Lot 6 of Auditors Subdivision Number One according to the plat thereof on file and of record in the office of the Register of Deeds, Wright County, Minnesota described as follows: Beginning at the northwest corner of said Lot 6; thence east along the north line of said Lot 6 a distance of 370.80 feet to the southwesterly right of way line of Minnesota State Highway Number 152; thence southeasterly, along said southwesterly right of way line, deflecting right 44°23', a distance of 87.62 feet; thence southerly; deflecting right 64°52'30", a distance of 453.70 feet to the northerly right of way line of the Burlington Northern Railway; thence westerly, along said northerly right of way line, a distance of 314.60 feet to the west line of said Lot 6; thence north, along said west line, a distance of 398.70 feet to the point of beginning. Parcel 4: That part of Lot 6 of Auditors Subdivision Number One according to the plat thereof on file and of record in the office of the Register of Deeds, Wright County, Minnesota described as follows: Commencing at the northwest corner of said Lot 6; thence east along the north line of said Lot 6 a distance of 370.80 feet to the southwesterly right of way line of Minnesota State Highway Number 152; thence southeasterly, along said southwesterly right of way line, deflecting right 44°23', a distance of 87.62 feet to the actual point of beginning; thence southerly, deflecting right 64°52'30", a distance of 453.70 feet to the northerly right of way line of the ORT Alta Commitment Scom Page 4 Burlington Northern Railway; thence easterly, along said northerly right of way line, a distance of 431.20 feet to a line which is drawn southwesterly, perpendicular to the southwesterly right of way line of Minnesota State Highway Number 152 from a point on said southwesterly right of way line distant 589.61 feet from the point of beginning; thence northeasterly, along said line, a distance of 252.75 feet to the said southwesterly right of way line of Minnesota State Highway Number 152; thence northwesterly, along said southwesterly right of way line, deflecting left 90 degrees 00 minutes, a distance of 589.61 feet to the point of beginning. Abstract Property ORT Alta Commitment Scom Page 5 SCHEDULE B - SECTION I REQUIREMENTS The following requirements must be met: 1. This commitment is for informational purposes only. If a policy is to be issued we must be advised for further requirements. ORT Alta Commitment Scom Page 6 SCHEDULE B - SECTION 2 STANDARD EXCEPTIONS A. Facts which would be disclosed by a comprehensive survey of the premises described herein. B. Rights and claims of parties in possession. C. Mechanics', Contractors', or Materialmen's liens and lien claims, if any where no notice appears of record. D. Any change in title occurring subsequent to the effective date of this Commitment and prior to the date of issuance of the Title Policy. E. Easements, or claims of easements, not shown by the public records. IN ADDITION TO THE STANDARD EXCEPTIONS, CONDITIONS, STIPULATIONS AND EXCLUSIONS FROM COVERAGE CONTAINED HEREIN AND IN THE COMPANY'S USUAL FORM OF POLICY, THE LAND REFERRED TO IS, AS OF THE EFFECTIVE DATE HEREOF, SUBJECT TO THE FOLLOWING: 1. Special assessments levied or pending and special taxes, if any, not covered herein. NOTE: Special assessment search was not requested by the applicant. 2. Taxes for the year 2015 are exempt. (Base tax exempt) (Tax No. 155-011-000062, 155-011-000061, 155-500-123303, 155-015-026010 and 155-015-015010.) NOTE: Wright County tax records indicate property is non-homestead for taxes payable in the year 2015. 3. Resolution by the Village of Monticello regarding a vacation of streets filed October 18, 1954, in Book 11 Misc., page 207. 4. Easement for highway purposes, together with incidental rights thereof, including the right to erect temporary snow fences, together with a limitation on a right of access, in favor of the State of Minnesota as evidenced by Final Certificate filed July __, 1963 in Book 191 Deeds, page 121. Quit Claim Deed transferring highway easement rights to Wright County filed October 20, 1981, in Book 300 Deeds, page 714. 5. Conveyance and Extinguishment of Right of Access filed January 31, 1972, in Book 50 Misc., page 468. ORT Alta Commitment Scom Page 7 6. Quit Claim Deed regarding a release of easement or right of access filed September 13, 1973, in Book 257 Deeds, page 415. 7. Resolution by the City of Monticello regarding a conditional use permit filed April 8, 2004, as Document No. 904012. 8. Terms and conditions of that certain unrecorded Ground Lease, dated January 20, 2004, as amended, as evidenced by that certain Memorandum of Lease by and between Independent School District #882, as landlord, and Monticello Youth Hockey Program, Inc., as tenant, filed September 14, 2004, as Document No. 926988. 9. Mortgage and Security Agreement executed by Monticello Youth Hockey Program, Inc. in favor of First National Bank of Elk River, dated February 1, 2006, filed February 28, 2006, as Document No. 999801, in the original amount of $1,380,000.00. The above mortgage has been assigned to First Minnesota Bank by assignment dated September 4, 2014, filed November 6, 2014, as Document No. 1274927. Amended and Restated Combination Mortgage, Security Agreement, Assignment of Leases and Rents, and Fixture Financing Statement executed by Monticello Youth Hockey Program, Inc., in favor of First Minnesota Bank, dated September 1, 2014, filed November 6, 2014, as Document No. 1274928 in the original amount of $1,111,000.00. 10. Ground Lease Estoppel Certificate and Agreement filed November 6, 2014, as Document No. 1274926. 11. Resolution by the City of Monticello regarding a vacation of a portion of a road, together with a reservation of a drainage and utility easement, filed December 1, 2008, as Document No. 1103587, which document appears to have been filed without all of its pages. 12. Financing Statement by and between Independent School District No. 882, Monticello, as debtor, and Lease Finance Group, a division of Signature Bank as secured party, filed November 13, 2015, as Document No. 1302066. 13. Easement for sanitary sewer purposes, together with incidental rights thereof, shown in instrument filed October 30, 1980, in Book 77 Misc., page 130. 14. Easement for pathway, slopes, cuts, and fills purposes, shown in instrument filed March 24, 1995, as Document No. 568104. ORT Alta Commitment Scom Page 8 15. Utility and Drainage Easement, together with incidental rights thereof, filed January 3, 2001 as Document No. 728883. 16. The legal description of Parcel 2 described herein is partially based on area and not by location. The Company cannot insure the specific location of said legal description. NOTE: If there are any questions regarding this commitment please contact Steve Pennock at spennock@oldrepublictitle.com or call (612) 371-1136. C:\Users\grippl\Documents\152248_CENTRAL_grippl@woldae.com.rvt 2/3/2017 1:22:29 PM Independent School District #882 Monticello Middle School Renovation - Phase II Comm No: 152248 STORM WATER POLLUTION PREVENTION PLANS:\ISD882\Monticello Middle School\152248 - Middle School (PH II)\02_ARCH\Revit\152248_CENTRAL.rvt STORM WATER POLLUTION PREVENTION PLAN MONTICELLO MIDDLE SCHOOL PHASE II SECTION 01 89 13 STORM WATER POLLUTION PREVENTION PLAN PART 1 - GENERAL 1.01 STORM WATER POLLUTION PREVENTION PLAN A.The Storm Water Pollution Prevention Plan for this project is attached hereto. PART 2 - PRODUCTS Not Used PART 3 - EXECUTION Not Used END OF SECTION 01 89 13 No. 152248 01 89 13 - 1 Storm Water Pollution Prevention Plan Storm Water Pollution Prevention Plan Narrative Monticello Middle School Renovation Phase II 800 Broadway St. E Monticello, MN 55362 January 23, 2017 I.Information for General Stormwater Permit Application Form A.Online applications may be obtained at the following website: 1.http://www.pca.state.mn.us/water/stormwater/stormwater-c.html B.Question 1a.: A Stormwater Pollution Prevention Plan has been developed for this project and has been incorporated into the project’s plans and specifications. Check “YES”. C.Question 1b.: An environmental review was not required for this project. Therefore this requirement is not applicable to the project. Check “N/A”. D.Question 2a: The site does discharge to an impaired water. Check “YES”. E.Question 3a: This project does not disturb more than 50 acres. Check “NO”. F.Question 3b: Check “NO”. G.Questions 5, 6, and 7: See information below in “General Project Description”. H.Question 8: Project type is “Other - Institutional”. I.Question 9: See information below in “General Project Description”. J.Question 10: Type of Permanent stormwater management is “Infiltration”. K.Question 11: Name of water bodies within one mile of site receiving site storm water discharge: 1.Mississippi River a.Type: (1)Stream (2)Recreational River ORVW b.Special Water: Yes c.Impaired Water: Yes (1)This river segment has an EPA-approved impairment for Mercury in Fish Tissue, Fecal Coliform; Fishes Bioassessments. (2)These impairment(s) are considered to be construction related parameters and require the additional best management practices (BMPs) found in Appendix A of the permit (C.1 & C.2) if the project has a discharge point on the project within 1 mile (aerial radius measurement) of, and flows to the impaired stream. (3)Appendix A C.1, During construction: (a)Stabilization of all exposed soil areas must be initiated immediately to limit soil erosion but in no case completed later than seven (7) days after the construction activity in that portion of the site has temporarily or permanently ceased. (b)Temporary sediment basin requirements described in Part III.C must be used for common drainage locations that serve an area with five (5) or more acres disturbed at one time. (4)Appendix A C.2, Post construction: (a)The water quality volume that must be retained on site by the project s permanent stormwater management system (as described in Part III.D) shall be one (1) inch of runoff from the new impervious surfaces created by the project. (5)A mandatory Stormwater Pollution Prevention Plan (SWPPP) review is required by the MPCA if the project will disturb over 50 acres and has a discharge point on the project within 1 mile (aerial rad ius measurement) of, and flows to the impaired water. Owners must submit the application for coverage and the Storm Water Pollution Prevention Plan at least 30-days before the construction start date. The SWPPP can be attached electronically when using the online application. 2.Unnamed River Segment a.Type: Recreational River ORVW b.Special Water: No c.Impaired Water: Yes (1)This river segment is considered a Scenic or Recreational River Segment as described in Appendix A B.3 of the NPDES/SDS permit for construction. Projects discharging to these waters must incorporate the additional best management practices (BMPs) found in Appendix A of the permit (C.1 C.2 & C.3) if the project has a discharge point on the project within 1 mile (aerial radius measurement) of, and flows to the Scenic or Recreational River segment. (2)Appendix A C.1, During construction: (a)Stabilization of all exposed soil areas must be initiated immediately to limit soil erosion but in no case completed later than seven (7) days after the construction activity in that portion of the site has temporarily or permanently ceased. (b)Temporary sediment basin requirements described in Part III.C must be used for common drainage locations that serve an area with five (5) or more acres disturbed at one time. (3)Appendix A C.2, Post construction: (a)The water quality volume that must be retained on site by the project s permanent stormwater management system (as described in Part III.D) shall be one (1) inch of runoff from the new impervious surfaces created by the project. (4)Appendix A C.3, Buffer zone: (a)The Permittee(s) shall include an undisturbed buffer zone of not less than 100 linear feet from the special water (not including tributaries) and this buffer zone shall be maintained at all times, both during construction and as a permanent feature post construction, except where a water crossing or other encroachment is necessary to complete the project. The Permittee(s) must fully document the circumstance and reasons that the buffer encroachment is necessary in the SWPPP and include restoration activities. Replacement of existing impervious surface within the buffer is allowed under this permit. All potential water quality, scenic and other environmental impacts of these exceptions must be minimized by the use of additional or redundant BMPs and documented in the SWPPP for the project. (5)A mandatory Storm Water Pollution Prevention Plan (SWPPP) review is required by the MPCA if the project will disturb over 50 acres and has a discharge point on the project within 1 mile (aerial radius measurement) of, and flows to the scenic or recreational river segment. Owners must submit the application for coverage and the SWPPP at least 30-days before the construction start date. The SWPPP can be attached electronically when using the online application. II.General Project Description A.The project name is “Monticello Middle School Renovation Phase II” B.The site is located at 800 Broadway Street East, Monticello, MN 55362 in Wright County. C.Latitude and longitude coordinates: 1.Latitude:45.299384̊ 2.Longitude:-93.780456̊ 3.Determined from USGS website at http://www.latlong.net/ and by tapping the cursor on the site location. D.The project will disturb approximately 3.9 acres. E.The site is currently a practice football field. 1.Existing impervious surface:15.767 acres 2.Post-construction impervious surface:16.684 acres 3.Additional Impervious Area: 0.917 acres F.The project will consist of construction additional parking in the current location of the existing tennis courts, construction of new tennis courts to replace the displaced set of courts, modifications to the loading dock area, and paving of an existing gravel parking lot. G.The site is not located within a well head protection zone. H.Wetlands do not exist on the site. I.Work includes site removals, installation of erosion control devices, excavation, grading, erosion control, storm sewer, watermain , curbing, paving, sodding, seeding, landscaping, and site restoration. J.Soil Borings for the site have been performed and are included in the Project Manual. Soils are generally poorly graded sands (SP) which are Type A soils. K.Approximate quantities for erosion control and sediment control BMP’s are shown on the Erosion Control Plans. III.Potential for Sediment and Pollutant Discharge A.Construction site soil erosion / sedimentation B.Dust from site soils C.Tracking of soils from construction site to paved areas D.Concrete mix truck washing areas E.Fueling areas F.Solid Waste (paper, plastic, building materials and similar) G.Fertilizers H.Petroleum products IV.Person / Company knowledgeable, experienced and responsible for implementing the SWPPP: A.SWPPP plan preparation: 1.Company: a.Anderson - Johnson Associates, Inc. 7575 Golden Valley Road, Suite 200 Minneapolis, MN 55427 Phone 763-544-7129 Fax 763-544-0531 2.Responsible Person: a.David Rey, P.E. 3.SWPPP plan training: a.SWPPP training has been obtained. (1)Dates of Training: October 6 / October 7, 2008 (a)Name of Training Instructor: John Chapman, Shane Missaghi (b)Number of Hours Training: 12 (2)Date for Recertification Training: January 29, 2015 (a)Name of Training Instructor: John Chapman (b)Number of Hours Training: 5.5 (3)Entity providing Training: University of Minnesota (4)Content of Training Course: Design of Construction SWPPP (5)Certification Expires in the year 2018. B.SWPPP plan implementation during construction (installation, inspection and maintenance): 1.Company: a.To be determined by public Bid. 2.Responsible Person: a.To be determined following public Bid award. 3.SWPPP implementation training: a.Shall be obtained and documented in accordance with the requirements of the NPDES General Stormwater Permit for Construction Activity (MN R100001). Contractor shall fill out the following information and keep this information on site: (1)Dates of Training: __________________________ (2)Name of Training Instructor: __________________ (3)Entity providing Training: ____________________ (4)Number of Hours Training: ___________________ (5)Content of Training Course: __________________ C.Post Construction responsibility (long term operation and maintenance) 1.Organization: a.Monticello Public Schools 302 Washington Street Monticello, MN 55362 2.Responsible Person: a.Bruce Hanson, Director of Buildings and Grounds bruce.hanson@monticello.k12.mn.us Phone: 763-272-2091 D.Inspection and maintenance logs shall be kept in the Contractors on-site job trailer or other suitable temporary storage area. V.General Construction Sequence A.Erosion Control Devices, noted herein, include: 1.Silt fence 2.Sediment Control Device at storm sewer inlets 3.Sediment log 4.Rock construction entrance 5.Rock check dams 6.Rip rap 7.Storm water treatment basins 8.Temporary sediment basins 9.Storm sewer systems 10.Temporary outlet pipes 11.Erosion control blanket 12.Temporary seeding 13.Final seeding / sodding 14.Temporary / permanent vegetation 15.Other features identified by the Minnesota Pollution Control Agency, City or Engineer as a Best Management Practice (BMP) device. B.Contractor shall apply for the MPCA General Stormwater Permit (NPDES Permit). 1.Post the permit in the job site trailer or other suitable temporary storage area. C.Review the SWPPP and its sequencing and requirements. The Contractor shall notify the Engineer if site conditions, construction sequencing, or other items are different or require modification from this written SWPPP. The Engineer will review the suggested modifications and amend the SWPPP accordingly. D.Commence with the following construction sequence: 1.Install perimeter silt fence where indicated on the Drawings. Silt fence shall be as specified in Section 31 25 00. 2.Construct Sediment Control Devices at existing storm sewer inlets (hay bales around castings and silt fence under castings will not be acceptable). Select devices that will not hinder traffic flow or vehicle movements. 3.Have silt fence and other erosion control devices inspected by local authorities, as required by the local authority. 4.Construct the rock construction entrances, or, since a rock construction entrance may not be practical to construct at the time construction begins, provide daily sweepings of the drives where construction traffic enters or exits the site. 5.Establish concrete truck washout areas and post with signs. 6.Install protective fencing / visual barrier around the perimeter of the proposed infiltration areas. a.Keep all construction traffic, equipment and material stockpiles out of the proposed Infiltration Area limits. The protective fencing / visual barrier must be installed before new construction begins and shall be maintained through the duration of the project. 7.Begin removal of the existing tennis courts. a.Remove chain link fencing and other surface features. b.Remove bituminous pavements. 8.Remove remaining existing site features. 9.Strip and stockpile topsoil. Provide temporary seeding of soil stockpiles as noted herein. 10.Begin rough grading the proposed bituminous areas. 11.Excavate to 12 inches above finish grade elevation for the infiltration areas, leaving existing soils at 12" above finish grade for a temporary condition. Do not install engineered soils in this area until upstream areas are permanently stabilized. 12.Begin construction of the proposed tennis courts. a.Excavate soils to allow for tennis court sand subbase to be constructed. b.Establish tennis courts subgrade elevation. c.Begin installation of the sand subbase. d.Complete sand subbase installation. e.Construct the stabilized aggregate base course. This will serve as temporary stabilization for the tennis courts. 13.Construct the permanent storm sewer system. a.Once complete, construct Sediment Control Devices at new storm sewer inlets (hay bales around castings and silt fence under castings will not be acceptable). Select devices that will not hinder traffic flow or vehicle movements. 14.Rough and finish grade the pavement subgrade following the procedures identified in Section 31 00 00 Earthwork. 15.Once pavement subgrade testing is complete, construct the stabilized aggregate base course. This will serve as temporary stabilization for the parking lot and drive areas. 16.Construct curb and gutter and concrete walks. This will serve as permanent stabilization for the walk areas. 17.Construct the first lift of pavement on the parking lots. This will serve as permanent stabilization for the parking lot and drive areas. 18.Construct the first lift of pavement on the tennis courts. This will serve as permanent stabilization for the tennis courts. 19.Spread topsoil, finish grade turf areas and prepare these areas for sod or seed. 20.Sod the turf areas indicated to receive sod. This will serve as permanent stabilization for the sodded areas. 21.Seed and blanket the areas indicated to receive seed and blanket. This will serve as temporary stabilization for the seeded areas. 22.Establish seeded areas with acceptable turf (as described in the seed specification). Once established, this will serve as permanent stabilization for the seeded areas. 23.With all upstream areas permanently stabilized, begin final construction of the infiltration areas. Work includes: a.Limit construction traffic within these areas as much as possible to avoid compacting the soils in these areas. b.Use a toothed bucket backhoe to excavate soils. Use dump trucks to haul and dispose of soils. c.Use a toothed bucket and backhoe to place soils. d.Use a toothed bucket for rough grading. e.Use manual labor for finish grading and restoration. f.Do not use equipment on the surface of the area as this will compact the soils. Minimize smearing of the soils with mechanical equipment. 24.Provide final lift of pavement and pavement markings. 25.Provide final stabilization and cleanup of the site. E.Provide maintenance to erosion control devices and BMP’s to comply with the requirements of the permit. F.Re-install all sediment control practices that have been adjusted or removed to accommodate short- term activates, such as passage of construction vehicles or equipment, immediately after the short-term activity has been completed. All sediment control practices shall be re-installed before the next precipitation event if the short term activity is not complete. G.Inspect erosion control devices and provide routine maintenance as follows: 1.Inspect erosion control devices a minimum of once per week and after each rain event measuring 0.5" or more. Inspect, repair and cover erosion-damaged areas by the end of the next business day after discovery or as soon as field conditions allow access unless another time frame is specified. a.All perimeter control devices must be repaired, replaced, or supplemented when they become nonfunctional or the sediment reaches one-half (½) of the height of the device. These repairs must be made by the end of the next business day after discover, or thereafter as soon as field conditions allow access. 2.Record inspection on log posted in Contractor’s construction trailer or other suitable temporary storage area. All inspections and maintenance shall be recorded within 24 hours. a.Records of each inspection and maintenance activity shall include: (1)Date and time of inspections (2)Name of person conducting inspection (3)Findings of inspections, including recommendations for corrective actions (4)If any discharge is observed to be occurring during the inspection, a record of all points of the property, from which there is a discharge must be made, and the discharge should be described (i.e., color, odor, floating, settled, or suspended solids, foam, oil sheen, and other obvious indicators of pollutants. Photographs shall be taken and kept with the inspection log. (5)Corrective actions taken (including dates, times, and party completing maintenance activities (6)Date and amount of all rainfall events greater than one half inch (0.5 inch) in 24 hours. Rainfall amounts must be obtained by a properly maintained rain gauge installed onsite, a weather station that is within 1 mile of the project site, or a weather reporting system that provides site specific rainfall data from radar summaries. (7)Documentation of changes made to the SWPPP as required by the NPDES General Stormwater Permit for Construction Activity (MN R100001) b.Inspections are not required where the ground is frozen. The required inspections and maintenance schedule must begin within 24 hours after runoff occurs at the site or 24 hours prior to resuming construction, whichever comes first. 3.Provide maintenance for all devices as follows: a.Silt fences, sediment logs, temporary berms, and erosion control devices at storm sewer inlets shall be inspected for depth of sediment, tears, breaches to see if fabric is securely attached to support posts or structure, and to see that posts and devices are securely in place. b.Silt fences, sediment logs, temporary berms, and erosion control devices at storm sewer inlets, and other erosion control devices shall be cleaned when sediment reaches 1/3 the height of the erosion control device, within 24 hours. c.Rock construction entrances shall be inspected for clogging of river rock. River rock that has become clogged with sediment shall be removed and replaced with fresh river rock. d.Repairs or replacements to all erosion control devices shall occur within 24 hours of discovery. e.Temporary diversion berms shall be inspected and any breaches promptly repaired. f.Tracked sediment from construction vehicles on to public streets and paved areas (including paved areas on the construction site) shall be removed within 24 hours of discovery. g.Streets and other areas adjacent to the project must be inspected for evidence of off- site accumulations of sediment. If sediment is present, it must be removed in a manner and at a frequency sufficient to minimize off-site impacts. h.Removal of sediment and restabilization of Surface Waters shall be accomplished within 7 days of discovery (note: surface waters include curb and gutter, pavements, storm sewer, swales, or other similar storm water conveyance devices). i.Inlet protection may be removed if a local unit of government directs the permitee to do so because of a specific safety concern. H.Provide dewatering of excavations as identified in Section 31 00 00. I.Temporary Soil Stockpiles: 1.Temporary soil stockpiles shall not be placed in surface waters of the state, including surface conveyances such as curb and gutter, swales, or ditches. 2.Install silt fence at the base of the temporary soil stockpile (full perimeter). 3.Temporary soil stockpiles shall be seeded with temporary seed mix and hydromulch when stockpiles are left inactive for seven (7) days. Note, this does not apply to aggregate stockpiles or other stockpiles without significant silt, clay or organic components (clean aggregate stockpiles, clean rock, clean sand and similar clean aggregates). J.Stabilize denuded areas (including stockpiles) within the following number of days of last construction activity (temporary or permanent) in that area. 1.As soon as possible but in no case later than seven (7) days. K.Provide maintenance of all seeded / sodded areas until fully established. L.Provide cleaning of storm sewer system at the completion of the project. Cleaning shall include removal of accumulated sediment from all surface waters as defined by the permit (for example, curb and gutter, pavements, swales, and storm sewer piping and structures). M.Remove silt fence and erosion control devices at storm sewer inlets following full establishment of site vegetation. Dispose materials properly off-site. N.Apply for Notice of Termination (NOT) with MPCA. NOT must be submitted within 30 days after: 1.Site has undergone Final Stabilization (at least 80% vegetative cover), and 2.Removal of all temporary erosion control measures (silt fence, etc.), and 3.Final cleanout and maintenance of all permanent storm water facilities, and 4.Completion of all maintenance activities and site cleanup. VI.Erosion and Sediment Controls - Stabilization Practices A.Temporary Stabilization: 1.Stockpiles and disturbed portions of the site where construction activity temporarily ceases for the time frames noted above shall be stabilized with a temporary seed and mulch according to the following: a.All areas of bare soil exposed to possible erosion shall be shaped to drain with minimum potential for erosion. The disturbed areas shall then be seeded with perennial ryegrass and annual wheat at a rate of 10 pounds per acre (0.25 lbs./1,000 sq. ft.) and 20 pounds per acre (0.50 lbs./1,000 sq. ft.) respectively, then and covered with hydromulch (Mn/DOT 3884, Type 5 consisting of wood cellulose fiber pulp)at a rate of 1,500 pounds per acre (note, where erosion control blanket is proposed, hydromulch is not required). 2.Stabilize areas to be paved by placing Class V aggregate base course. B.Permanent Stabilization: 1.Permanent stabilization shall occur in accordance with Specification Sections 32 12 00, 32 13 13, 32 92 19, and 32 92 23 and as shown on the Construction Drawings. VII.Storm Water Management A.Rate Control: 1.Rate Control has been accomplished with the proposed infiltration areas. Rate Control has been designed not to exceed the previously designed storm water runoff rates for the 2, 10, and 100 year storm events. Atlas 14 rain events were used in the analysis. B.Storm Water Quality: 1.Provided in accordance with City of Monticello standards, using infiltration as the practice. C.Infiltration / Water Abstraction: 1.Type A soils exist on site and the site is conducive to infiltration. 2.City of Monticello and requires infiltration. 3.An Infiltration rate of 0.45 inches per hour has been used in the modeling. 4.One inch of runoff over the new impervious areas has been designed to be infiltrated. D.Calculations have been submitted to the City of Monticello. VIII.Material Inventory A.The following materials are anticipated to be present on site during construction: 1.Concrete 2.Bituminous pavements / tack coat 3.Fertilizers 4.Petroleum based products 5.Cleaning solvents 6.Paints IX.Spill Prevention A.Good Housekeeping Requirements - The following good housekeeping practices shall be followed on site during construction 1.Store only enough product on site to perform work. 2.All materials stored on site shall be stored in a neat, orderly manner in their appropriate containers or in a temporary enclosure. 3.Building products that have the potential to leach pollutants must be under cover (e.g., plastic sheeting or temporary roofs) to prevent the discharge of pollutants or protected by a similarly effective means designed to minimize contact with stormwater. 4.Products shall be kept in their original containers with the original manufacturer’s label. 5.Substances shall not be mixed unless approved by the manufacturer. 6.Whenever possible, all of a product shall be used up before disposing of the container. 7.Manufacturer’s recommendations for proper use and disposal shall be followed. 8.The Contractor’s site superintendent shall inspect daily to ensure proper used and disposal of materials. B.Product Specific Practices 1.Petroleum products a.All on site vehicles shall be monitored for leaks and receive regular preventive maintenance to reduce the chance of leakage. Petroleum products shall be stored in tightly sealed containers which are clearly labeled. Any asphalt substances used onsite shall be applied according to the manufacturer’s recommendations. b.Fueling and Maintenance of Equipment or Vehicles - Spill Prevention and Response: (1)The Contractor shall take reasonable steps to prevent the discharge of spilled or leaked chemicals, including fuel, from any area where chemicals or fuel will be loaded or unloaded including the use of drip pans or absorbents unless infeasible. Conduct fueling in a contained area unless infeasible. Ensure adequate supplies are available at all times to clean up discharged materials and that an appropriate disposal method is available for recovered spilled materials. Report and clean up spills immediately as required by Minn. Stat. § 115.061, using dry clean up measures where possible. 2.Pesticides, herbicides, insecticides, fertilizers, treatment chemicals, and landscape materials: a.Materials shall be under cover (e.g., temporary roofs or plastic sheeting) to prevent the discharge of pollutants or protected by similarly effective means designed to minimize contact with stormwater. b.Pesticides, herbicides, insecticides, fertilizers, and other chemicals used shall be applied only in the minimum amounts recommended by the manufacturer. 3.Fertilizers a.Fertilizers used shall be applied only in the minimum amounts recommended by the manufacturer. Once applied, fertilizer shall be worked into the soil to limit exposure to storm water. Fertilizers shall be brought to the site on the day of use. The contents of any partially used bags of fertilizer shall be transferred to a sealable plastic bin to avoid spills. 4.Paints a.All containers shall be tightly sealed and stored when not required for use. Excess paint shall not be discharged to the storm sewer system but shall be properly disposed of according to manufacturers’ instructions or State and local regulations. 5.Concrete Truck Washing a.Provide effective containment for all liquid and solid wastes generated by washout operations (concrete, stucco, paint, form release oils, curing compounds and other construction materials) related to the construction activity. The liquid and solid washout wastes must not contact the ground, and the containment must be designed so that it does not result in runoff from the washout operations or areas. Liquid and solid wastes must be disposed of properly and in compliance with MPCA rules. A sign must be installed adjacent to each washout facility that requires site personnel to utilize the proper facilities for disposal of concrete and other washout wastes. 6.No engine degreasing is allowed on site. 7.External washing of trucks and other construction equipment shall be limited to a defined area of the site or shall be accomplished at an appropriate off site area. C.Spill Control Practices - In addition to the good housekeeping and material management practices discussed in the previous sections of this plan, the following practices shall be followed for spill prevention and cleanup: 1.Manufacturers’ recommended methods for spill cleanup shall be clearly posted and site personnel shall be made aware of the procedures and the location of the information and cleanup supplies. 2.Materials and equipment necessary for spill cleanup shall be kept in the material storage area onsite. Equipment and materials shall include but not be limited to brooms, dust pans, mops, rags, gloves, goggles, kitty litter, sand, sawdust, and plastic and metal trash containers specially for this purpose. 3.All spills shall be cleaned up immediately after discovery. 4.The spill area shall be kept well ventilated and personnel shall wear appropriate protective clothing to prevent injury from contact with a hazardous substance. 5.Spills of toxic or hazardous material shall be reported to the appropriate State or local government agency, regardless of the size. 6.The spill prevention plan shall be adjusted to include measures to prevent this type of spill from reoccurring and how to clean up the spill if there is another one. A description of the spill, what caused it, and the cleanup measures shall also be included. 7.The Contractor’s site superintendent, responsible for the day-to-day site operations, shall be the spill prevention and cleanup coordinator. He shall designate at least three other site personnel who shall receive spill prevention and cleanup training. These individuals shall each become responsible for a particular phase of prevention and cleanup. The names of responsible spill personnel shall be posted in the material storage area and in the office trailer onsite. X.Waste Disposal A.All waste materials shall be appropriately stored on site until permanently removed from site. B.Compliance with Instructions, Ordinances and State Laws: The Contractor shall comply with all instructions and ordinances of the State of Minnesota, and all counties and municipalities regarding waste disposal. Solid waste must be stored, collected and disposed of properly in compliance with Minn. R. ch. 7035. C.Dumpsters and similar storage devices shall be properly secured and closed to prevent wind or other means to dislocate the materials from the proper storage container. Loose materials and debris shall be collected on a daily basis. D.Disposal of Materials and Debris: All debris resulting from the removal and demolition operations shall be disposed of off-site by the Contractor subject to any specific regulations imposed by laws, ordinances, orders and decrees. E.Burying of construction materials and debris will not be permitted. F.Grubbing operations shall consist of removing and disposing of the stumps, roots and other remains. Stumps shall be removed completely. G.All timber, stumps, roots and other debris or by-products resulting from the clearing and grubbing operations shall be removed from the site. If any wood is run through a chipping machine, the wood chips shall be recovered and disposed of off-site to the satisfaction of the Engineer. Burying or burning of wood chips or other tree or vegetation remnants on-site will not be permitted. XI.Hazardous Waste A.All hazardous waste materials shall be disposed of in the manner specified by local or State regulations. Site personnel shall be instructed in these practices and the Contractor’s site superintendent shall oversee these practices. B.Hazardous materials, toxic waste, (including oil, diesel fuel, gasoline, hydraulic fluids, paint solvents, petroleum-based products, wood preservatives, additives, curing compounds, and acids) must be properly stored in sealed containers to prevent spills, leaks or other discharge. Restricted access storage areas must be provided to prevent vandalism. Storage and disposal of hazardous waste or hazardous materials must be in compliance with Minn. R. ch. 7045 including secondary containment as applicable. C.Vehicle fueling shall be in a single location on the site, away from existing wetlands and undisturbed areas. XII.Sanitary Waste A.Sanitary Waste shall be collected from portable units provided by the Contractor on a regular basis. Use of portable units shall comply with local and State regulations. B.Portable toilets must be positioned so that they are secure and will not be tipped or knocked over. Sanitary waste must be disposed of properly in accordance with Minn. R. ch. 7041. XIII.Post - Construction Maintenance A.Post - construction maintenance will be accomplished by the Owner. Maintenance guidelines are included at the end of this SWPPP. SWPPP Narrative prepared by: David Rey, P.E. MN Reg. 40180 Anderson Johnson Associates, Inc. 7575 Golden Valley Road, Suite 200 Minneapolis, MN 55427 (763) 544-7129 (763) 544-0531 fax STORMWATER MANAGEMENT AREA MAINTENANCE The following guidelines shall be used to maintain the Infiltration Areas post construction. SPRING MAINTENANCE (prior to vegetation growth) 1.Remove trash, litter and other debris. 2.Remove silt or other soil deposits from the bottom of the basin. Work shall be done by hand with a shovel, spade and bucket to remove the undesired materials. EARLY SUMMER MAINTENANCE (early to mid June) 1.Remove weeds. Weed removal is critical before weeds go to seed. Weeds should be removed by hand to physically remove and discard the plant and root materials. 2.Repair erosion or rivlets occurring on side slopes to the basin. Sediment that is deposited in the bottom of the basin will clog the surface and prevent infiltration. 3.Prune plants as desired. 4.Replace dead or dying plants. END OF SEASON MAINTENANCE 1.Remove trash, litter and other debris. 2.Blow leaves from Infiltration Areas. Leave removal should be done during dry periods to effectively remove leaves. Appendix Initials of Inspector Type of Inspection Date of Inspection Time of Inspection Areas to be Inspected* Comments:Routine weekly24 hours aftera rain eventMonthDayYearInsignificant rainfall, noinspection needed.AMPMAll erosion andsediment control BMPPTemporarySedimentation basinsDrainage ditches andother waters of the stateConstruction site exitsInspectors should enter their initials, type, date, and time of the inspection in the blanks provided. After inspecting each shaded area*, inspectors should check each box, and make any necessary comments regarding their findings in the blanks provided below and on the back of this sheet. *Refer to the MPCA’s Compliance Guide for Erosion and Sediment Control during inspection of these areas at the construction site.Inspectors Log for MPCA Storm Water Permit Initials of Inspector Type of Inspection Date of Inspection Time of Inspection Additional comments:Routine weekly24 hours aftera rain eventMonthDayYearAMPM C:\Users\grippl\Documents\152248_CENTRAL_grippl@woldae.com.rvt 2/3/2017 1:22:29 PM Independent School District #882 Monticello Middle School Renovation - Phase II Comm No: 152248 STORM WATER MANAGEMENT REPORTS:\ISD882\Monticello Middle School\152248 - Middle School (PH II)\02_ARCH\Revit\152248_CENTRAL.rvt STORM WATER MANAGEMENT REPORT MONTICELLO MIDDLE SCHOOL PHASE II Storm Water Management Report Monticello Middle School Renovation Phase 2 February 3, 2017 Index Pages 1 Title Page 2 Index 3 Certification 4 Drainage Summary 5 - 70 HydroCAD® Calculations - Existing Conditions 71 - 154 HydroCAD® Calculations - Proposed Conditions 155 - 164 Storm Water Quality Calculations 165 - 200 Geotechnical Evaluation Civil Engineer's Certification I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. David A. Rey, PE Registration No. 40180 February 3, 2015 DRAINAGE SUMMARY Link 1L - Exisiting Proposed Event Peak Flow Elevation Peak Flow Event Peak Flow Elevation Peak Flow Design OK? (cfs) (ft) (cfs) (cfs) (ft) (cfs) 2 Yr 3.10 N/A 3.10 2 Yr 2.94 N/A 2.94 YES 10 Yr 6.30 N/A 6.30 10 Yr 5.84 N/A 5.84 YES 100 Yr 12.98 N/A 12.98 100 Yr 11.82 N/A 11.82 YES Link 2L - Existing "Subcatchment P02" - Proposed Event Peak Flow Elevation Peak Flow Event Peak Flow Elevation Peak Flow Design OK? (cfs) (ft) (cfs) (cfs) (ft) (cfs) 2 Yr 14.31 N/A 14.31 2 Yr 12.98 N/A 12.98 YES 10 Yr 31.90 N/A 31.90 10 Yr 29.50 N/A 29.50 YES 100 Yr 72.72 N/A 72.72 100 Yr 72.56 N/A 72.56 YES Inflow Outflow Inflow Outflow Inflow Outflow Inflow Outflow HydroCAD Calculations® Existing Conditions 1% SWALEE1E2E3E4E5E6E71P2P3PLow SpotTrackNorthEastLANDSCAPE ARCHITECTURE SITE PLANNING CIVIL ENGINEERINGScaleNorthCheckDrawnDate:CommRevisionsDescription Date NumDAVID A. REY01/27/20174018015224801/27/2017LJDDAR1"=70'C0.01MINNESOTAPROFESSIONAL ENGINEERINDEPENDENT SCHOOLDISTRICT #882302 Washington StreetMonticello, MN 55362800 Broadway St EMonticello, MN 55362MONTICELLOMIDDLE SCHOOLRENOVATIONPHASE II E1 E2 E3 E4 E5 E6 E7 E8 Area From City 1P SOUTH POND 2P CB 3P CB 6P LOW SPOT 7P TRACK 1L North 2L East Routing Diagram for EXISTING Prepared by Hewlett-Packard Company, Printed 2/3/2017 HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 2HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Runoff = 18.95 cfs @ 12.26 hrs, Volume= 1.916 af, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description 12.212 61 >75% Grass cover, Good, HSG B 10.411 98 Unconnected pavement, HSG B 22.623 78 Weighted Average 12.212 53.98% Pervious Area 10.411 46.02% Impervious Area 10.411 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 3HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E2: Runoff = 2.55 cfs @ 12.19 hrs, Volume= 0.219 af, Depth= 1.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description 1.216 98 Paved parking, HSG B 1.232 61 >75% Grass cover, Good, HSG B 2.448 79 Weighted Average 1.232 50.33% Pervious Area 1.216 49.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.9 200 0.0100 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 4HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E3: Runoff = 1.48 cfs @ 12.01 hrs, Volume= 0.077 af, Depth= 1.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description 0.250 61 >75% Grass cover, Good, HSG B 0.418 98 Paved parking, HSG B 0.668 84 Weighted Average 0.250 37.43% Pervious Area 0.418 62.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 89 0.0225 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 5HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E4: Runoff = 0.22 cfs @ 12.20 hrs, Volume= 0.024 af, Depth= 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description 0.531 61 >75% Grass cover, Good, HSG B 0.085 98 Paved parking, HSG B 0.616 66 Weighted Average 0.531 86.20% Pervious Area 0.085 13.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.6 257 0.0190 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 6HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E5: Runoff = 2.87 cfs @ 12.24 hrs, Volume= 0.275 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description 0.541 61 >75% Grass cover, Good, HSG B 1.426 98 Paved parking, HSG B 1.967 88 Weighted Average 0.541 27.50% Pervious Area 1.426 72.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 7HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E6: Runoff = 2.16 cfs @ 12.19 hrs, Volume= 0.184 af, Depth= 1.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description 0.941 61 >75% Grass cover, Good, HSG B 1.012 98 Paved parking, HSG B 1.953 80 Weighted Average 0.941 48.18% Pervious Area 1.012 51.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.9 200 0.0100 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 8HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E7: Runoff = 4.05 cfs @ 12.03 hrs, Volume= 0.228 af, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description 2.184 61 >75% Grass cover, Good, HSG B 1.199 98 Unconnected pavement, HSG B 3.383 74 Weighted Average 2.184 64.56% Pervious Area 1.199 35.44% Impervious Area 1.199 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 77 0.0130 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 9HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E8: Area From City Runoff = 1.49 cfs @ 12.29 hrs, Volume= 0.170 af, Depth= 0.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description * 3.041 71 3.041 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 10HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 1P: SOUTH POND Inflow Area = 31.000 ac, 40.72% Impervious, Inflow Depth = 0.92" for 2 YEAR event Inflow = 23.97 cfs @ 12.23 hrs, Volume= 2.375 af Outflow = 12.58 cfs @ 12.55 hrs, Volume= 2.376 af, Atten= 48%, Lag= 19.0 min Primary = 12.58 cfs @ 12.55 hrs, Volume= 2.376 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 917.16' @ 12.55 hrs Surf.Area= 0.892 ac Storage= 0.570 af Plug-Flow detention time= 32.2 min calculated for 2.375 af (100% of inflow) Center-of-Mass det. time= 33.3 min ( 903.0 - 869.7 ) Volume Invert Avail.Storage Storage Description #1 916.00' 47.148 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 916.00 0.000 0.000 0.000 917.00 0.864 0.432 0.432 918.00 1.042 0.953 1.385 919.00 1.221 1.131 2.516 920.00 1.389 1.305 3.821 921.00 1.532 1.460 5.282 922.00 1.742 1.637 6.919 923.00 2.151 1.947 8.866 924.00 2.538 2.344 11.210 925.00 3.114 2.826 14.036 926.00 4.204 3.659 17.695 927.00 10.146 7.175 24.870 928.00 11.470 10.808 35.678 929.00 11.470 11.470 47.148 Device Routing Invert Outlet Devices #1 Primary 916.00'60.0" Round Culvert L= 50.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 916.00' / 915.35' S= 0.0130 '/' Cc= 0.900 n= 0.012, Flow Area= 19.63 sf #2 Device 1 916.00'10.0' long Broad-Crested Rectangular Weir Head (feet) 0.50 1.00 1.50 2.00 2.50 3.00 4.00 5.00 Coef. (English) 2.64 2.68 2.65 2.64 2.64 2.64 2.64 2.64 #3 Secondary 921.20'36.0" Round Culvert L= 49.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 921.20' / 920.80' S= 0.0082 '/' Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #4 Tertiary 928.50'38.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 11HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Primary OutFlow Max=12.58 cfs @ 12.55 hrs HW=917.16' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 12.58 cfs @ 5.51 fps) 2=Broad-Crested Rectangular Weir (Passes 12.58 cfs of 33.26 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=916.00' TW=0.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.10 hrs HW=916.00' TW=0.00' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 12HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: SOUTH POND Elevation (feet) Surface (acres) Storage (acre-feet) 916.00 0.000 0.000 916.15 0.130 0.010 916.30 0.259 0.039 916.45 0.389 0.087 916.60 0.518 0.156 916.75 0.648 0.243 916.90 0.778 0.350 917.05 0.873 0.475 917.20 0.900 0.608 917.35 0.926 0.745 917.50 0.953 0.886 917.65 0.980 1.031 917.80 1.006 1.180 917.95 1.033 1.333 918.10 1.060 1.490 918.25 1.087 1.651 918.40 1.114 1.816 918.55 1.140 1.985 918.70 1.167 2.158 918.85 1.194 2.335 919.00 1.221 2.516 919.15 1.246 2.702 919.30 1.271 2.890 919.45 1.297 3.083 919.60 1.322 3.279 919.75 1.347 3.479 919.90 1.372 3.683 920.05 1.396 3.891 920.20 1.418 4.102 920.35 1.439 4.316 920.50 1.460 4.534 920.65 1.482 4.755 920.80 1.503 4.978 920.95 1.525 5.206 921.10 1.553 5.436 921.25 1.585 5.672 921.40 1.616 5.912 921.55 1.647 6.156 921.70 1.679 6.406 921.85 1.711 6.660 922.00 1.742 6.919 922.15 1.803 7.185 922.30 1.865 7.460 922.45 1.926 7.744 922.60 1.987 8.038 922.75 2.049 8.341 922.90 2.110 8.652 923.05 2.170 8.974 923.20 2.228 9.303 923.35 2.286 9.642 923.50 2.344 9.989 923.65 2.403 10.345 923.80 2.461 10.710 Elevation (feet) Surface (acres) Storage (acre-feet) 923.95 2.519 11.084 924.10 2.596 11.467 924.25 2.682 11.863 924.40 2.768 12.271 924.55 2.855 12.693 924.70 2.941 13.128 924.85 3.028 13.575 925.00 3.114 14.036 925.15 3.277 14.515 925.30 3.441 15.019 925.45 3.605 15.548 925.60 3.768 16.101 925.75 3.931 16.678 925.90 4.095 17.280 926.05 4.501 17.913 926.20 5.392 18.655 926.35 6.284 19.530 926.50 7.175 20.540 926.65 8.066 21.683 926.80 8.958 22.960 926.95 9.849 24.370 927.10 10.278 25.891 927.25 10.477 27.448 927.40 10.676 29.034 927.55 10.874 30.651 927.70 11.073 32.297 927.85 11.271 33.972 928.00 11.470 35.678 928.15 11.470 37.398 928.30 11.470 39.119 928.45 11.470 40.840 928.60 11.470 42.560 928.75 11.470 44.280 928.90 11.470 46.001 Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 13HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 2P: CB Inflow Area = 0.668 ac, 62.57% Impervious, Inflow Depth = 1.39" for 2 YEAR event Inflow = 1.48 cfs @ 12.01 hrs, Volume= 0.077 af Outflow = 1.48 cfs @ 12.01 hrs, Volume= 0.077 af, Atten= 0%, Lag= 0.0 min Primary = 1.48 cfs @ 12.01 hrs, Volume= 0.077 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 935.00' @ 0.10 hrs Surf.Area= 456 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 834.7 - 834.7 ) Volume Invert Avail.Storage Storage Description #1 935.00' 456 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 935.00 456 0 0 936.00 456 456 456 Device Routing Invert Outlet Devices #1 Primary 929.10'12.0" Round RCP_Round 12" L= 108.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 929.10' / 925.90' S= 0.0296 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 935.50'20.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 12.01 hrs HW=935.00' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 12" (Passes 0.00 cfs of 8.11 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=935.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 14HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: CB Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 935.00 456 0 935.01 456 5 935.02 456 9 935.03 456 14 935.04 456 18 935.05 456 23 935.06 456 27 935.07 456 32 935.08 456 36 935.09 456 41 935.10 456 46 935.11 456 50 935.12 456 55 935.13 456 59 935.14 456 64 935.15 456 68 935.16 456 73 935.17 456 78 935.18 456 82 935.19 456 87 935.20 456 91 935.21 456 96 935.22 456 100 935.23 456 105 935.24 456 109 935.25 456 114 935.26 456 119 935.27 456 123 935.28 456 128 935.29 456 132 935.30 456 137 935.31 456 141 935.32 456 146 935.33 456 150 935.34 456 155 935.35 456 160 935.36 456 164 935.37 456 169 935.38 456 173 935.39 456 178 935.40 456 182 935.41 456 187 935.42 456 192 935.43 456 196 935.44 456 201 935.45 456 205 935.46 456 210 935.47 456 214 935.48 456 219 935.49 456 223 935.50 456 228 935.51 456 233 935.52 456 237 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 935.53 456 242 935.54 456 246 935.55 456 251 935.56 456 255 935.57 456 260 935.58 456 264 935.59 456 269 935.60 456 274 935.61 456 278 935.62 456 283 935.63 456 287 935.64 456 292 935.65 456 296 935.66 456 301 935.67 456 306 935.68 456 310 935.69 456 315 935.70 456 319 935.71 456 324 935.72 456 328 935.73 456 333 935.74 456 337 935.75 456 342 935.76 456 347 935.77 456 351 935.78 456 356 935.79 456 360 935.80 456 365 935.81 456 369 935.82 456 374 935.83 456 378 935.84 456 383 935.85 456 388 935.86 456 392 935.87 456 397 935.88 456 401 935.89 456 406 935.90 456 410 935.91 456 415 935.92 456 420 935.93 456 424 935.94 456 429 935.95 456 433 935.96 456 438 935.97 456 442 935.98 456 447 935.99 456 451 936.00 456 456 Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 15HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 3P: CB Inflow Area = 0.616 ac, 13.80% Impervious, Inflow Depth = 0.47" for 2 YEAR event Inflow = 0.22 cfs @ 12.20 hrs, Volume= 0.024 af Outflow = 0.22 cfs @ 12.20 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Primary = 0.22 cfs @ 12.20 hrs, Volume= 0.024 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 934.00' @ 0.10 hrs Surf.Area= 4,519 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 916.6 - 916.6 ) Volume Invert Avail.Storage Storage Description #1 934.00' 4,519 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 934.00 4,519 0 0 935.00 4,519 4,519 4,519 Device Routing Invert Outlet Devices #1 Primary 928.40'15.0" Round RCP_Round 15" L= 12.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 928.40' / 928.20' S= 0.0167 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 934.40'16.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.00 cfs @ 12.20 hrs HW=934.00' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 0.00 cfs of 13.18 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=934.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 16HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: CB Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 934.00 4,519 0 934.01 4,519 45 934.02 4,519 90 934.03 4,519 136 934.04 4,519 181 934.05 4,519 226 934.06 4,519 271 934.07 4,519 316 934.08 4,519 362 934.09 4,519 407 934.10 4,519 452 934.11 4,519 497 934.12 4,519 542 934.13 4,519 587 934.14 4,519 633 934.15 4,519 678 934.16 4,519 723 934.17 4,519 768 934.18 4,519 813 934.19 4,519 859 934.20 4,519 904 934.21 4,519 949 934.22 4,519 994 934.23 4,519 1,039 934.24 4,519 1,085 934.25 4,519 1,130 934.26 4,519 1,175 934.27 4,519 1,220 934.28 4,519 1,265 934.29 4,519 1,311 934.30 4,519 1,356 934.31 4,519 1,401 934.32 4,519 1,446 934.33 4,519 1,491 934.34 4,519 1,536 934.35 4,519 1,582 934.36 4,519 1,627 934.37 4,519 1,672 934.38 4,519 1,717 934.39 4,519 1,762 934.40 4,519 1,808 934.41 4,519 1,853 934.42 4,519 1,898 934.43 4,519 1,943 934.44 4,519 1,988 934.45 4,519 2,034 934.46 4,519 2,079 934.47 4,519 2,124 934.48 4,519 2,169 934.49 4,519 2,214 934.50 4,519 2,260 934.51 4,519 2,305 934.52 4,519 2,350 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 934.53 4,519 2,395 934.54 4,519 2,440 934.55 4,519 2,485 934.56 4,519 2,531 934.57 4,519 2,576 934.58 4,519 2,621 934.59 4,519 2,666 934.60 4,519 2,711 934.61 4,519 2,757 934.62 4,519 2,802 934.63 4,519 2,847 934.64 4,519 2,892 934.65 4,519 2,937 934.66 4,519 2,983 934.67 4,519 3,028 934.68 4,519 3,073 934.69 4,519 3,118 934.70 4,519 3,163 934.71 4,519 3,208 934.72 4,519 3,254 934.73 4,519 3,299 934.74 4,519 3,344 934.75 4,519 3,389 934.76 4,519 3,434 934.77 4,519 3,480 934.78 4,519 3,525 934.79 4,519 3,570 934.80 4,519 3,615 934.81 4,519 3,660 934.82 4,519 3,706 934.83 4,519 3,751 934.84 4,519 3,796 934.85 4,519 3,841 934.86 4,519 3,886 934.87 4,519 3,932 934.88 4,519 3,977 934.89 4,519 4,022 934.90 4,519 4,067 934.91 4,519 4,112 934.92 4,519 4,157 934.93 4,519 4,203 934.94 4,519 4,248 934.95 4,519 4,293 934.96 4,519 4,338 934.97 4,519 4,383 934.98 4,519 4,429 934.99 4,519 4,474 935.00 4,519 4,519 Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 17HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 6P: LOW SPOT Inflow Area = 1.953 ac, 51.82% Impervious, Inflow Depth = 1.13" for 2 YEAR event Inflow = 2.16 cfs @ 12.19 hrs, Volume= 0.184 af Outflow = 2.16 cfs @ 12.19 hrs, Volume= 0.184 af, Atten= 0%, Lag= 0.0 min Discarded = 0.01 cfs @ 12.19 hrs, Volume= 0.001 af Primary = 2.15 cfs @ 12.19 hrs, Volume= 0.184 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 925.00' @ 12.19 hrs Surf.Area= 2,740 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 862.4 - 862.4 ) Volume Invert Avail.Storage Storage Description #1 925.00' 2,740 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 925.00 2,740 0 0 926.00 2,740 2,740 2,740 Device Routing Invert Outlet Devices #1 Discarded 925.00'0.200 in/hr Infiltration over Surface area #2 Primary 923.80'15.0" Round RCP_Round 15" L= 16.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 923.60' / 923.80' S= -0.0125 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #3 Secondary 925.50'8.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.01 cfs @ 12.19 hrs HW=925.00' (Free Discharge) 1=Infiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=3.91 cfs @ 12.19 hrs HW=925.00' TW=916.83' (Dynamic Tailwater) 2=RCP_Round 15" (Barrel Controls 3.91 cfs @ 3.55 fps) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=925.00' TW=916.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 18HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 6P: LOW SPOT Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 925.00 2,740 0 925.01 2,740 27 925.02 2,740 55 925.03 2,740 82 925.04 2,740 110 925.05 2,740 137 925.06 2,740 164 925.07 2,740 192 925.08 2,740 219 925.09 2,740 247 925.10 2,740 274 925.11 2,740 301 925.12 2,740 329 925.13 2,740 356 925.14 2,740 384 925.15 2,740 411 925.16 2,740 438 925.17 2,740 466 925.18 2,740 493 925.19 2,740 521 925.20 2,740 548 925.21 2,740 575 925.22 2,740 603 925.23 2,740 630 925.24 2,740 658 925.25 2,740 685 925.26 2,740 712 925.27 2,740 740 925.28 2,740 767 925.29 2,740 795 925.30 2,740 822 925.31 2,740 849 925.32 2,740 877 925.33 2,740 904 925.34 2,740 932 925.35 2,740 959 925.36 2,740 986 925.37 2,740 1,014 925.38 2,740 1,041 925.39 2,740 1,069 925.40 2,740 1,096 925.41 2,740 1,123 925.42 2,740 1,151 925.43 2,740 1,178 925.44 2,740 1,206 925.45 2,740 1,233 925.46 2,740 1,260 925.47 2,740 1,288 925.48 2,740 1,315 925.49 2,740 1,343 925.50 2,740 1,370 925.51 2,740 1,397 925.52 2,740 1,425 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 925.53 2,740 1,452 925.54 2,740 1,480 925.55 2,740 1,507 925.56 2,740 1,534 925.57 2,740 1,562 925.58 2,740 1,589 925.59 2,740 1,617 925.60 2,740 1,644 925.61 2,740 1,671 925.62 2,740 1,699 925.63 2,740 1,726 925.64 2,740 1,754 925.65 2,740 1,781 925.66 2,740 1,808 925.67 2,740 1,836 925.68 2,740 1,863 925.69 2,740 1,891 925.70 2,740 1,918 925.71 2,740 1,945 925.72 2,740 1,973 925.73 2,740 2,000 925.74 2,740 2,028 925.75 2,740 2,055 925.76 2,740 2,082 925.77 2,740 2,110 925.78 2,740 2,137 925.79 2,740 2,165 925.80 2,740 2,192 925.81 2,740 2,219 925.82 2,740 2,247 925.83 2,740 2,274 925.84 2,740 2,302 925.85 2,740 2,329 925.86 2,740 2,356 925.87 2,740 2,384 925.88 2,740 2,411 925.89 2,740 2,439 925.90 2,740 2,466 925.91 2,740 2,493 925.92 2,740 2,521 925.93 2,740 2,548 925.94 2,740 2,576 925.95 2,740 2,603 925.96 2,740 2,630 925.97 2,740 2,658 925.98 2,740 2,685 925.99 2,740 2,713 926.00 2,740 2,740 Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 19HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: TRACK Inflow Area = 3.383 ac, 35.44% Impervious, Inflow Depth = 0.81" for 2 YEAR event Inflow = 4.05 cfs @ 12.03 hrs, Volume= 0.228 af Outflow = 3.42 cfs @ 12.08 hrs, Volume= 0.228 af, Atten= 15%, Lag= 3.0 min Discarded = 0.19 cfs @ 11.85 hrs, Volume= 0.123 af Primary = 3.24 cfs @ 12.08 hrs, Volume= 0.105 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 927.03' @ 12.08 hrs Surf.Area= 40,258 sf Storage= 1,025 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 3.8 min ( 874.2 - 870.5 ) Volume Invert Avail.Storage Storage Description #1 927.00' 40,258 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 927.00 40,258 0 0 928.00 40,258 40,258 40,258 Device Routing Invert Outlet Devices #1 Primary 927.00'320.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 927.00'0.200 in/hr Infiltration over Surface area Discarded OutFlow Max=0.19 cfs @ 11.85 hrs HW=927.00' (Free Discharge) 2=Infiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=3.24 cfs @ 12.08 hrs HW=927.03' TW=916.61' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 3.24 cfs @ 0.40 fps) Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 20HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 7P: TRACK Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.00 40,258 0 927.01 40,258 403 927.02 40,258 805 927.03 40,258 1,208 927.04 40,258 1,610 927.05 40,258 2,013 927.06 40,258 2,415 927.07 40,258 2,818 927.08 40,258 3,221 927.09 40,258 3,623 927.10 40,258 4,026 927.11 40,258 4,428 927.12 40,258 4,831 927.13 40,258 5,234 927.14 40,258 5,636 927.15 40,258 6,039 927.16 40,258 6,441 927.17 40,258 6,844 927.18 40,258 7,246 927.19 40,258 7,649 927.20 40,258 8,052 927.21 40,258 8,454 927.22 40,258 8,857 927.23 40,258 9,259 927.24 40,258 9,662 927.25 40,258 10,065 927.26 40,258 10,467 927.27 40,258 10,870 927.28 40,258 11,272 927.29 40,258 11,675 927.30 40,258 12,077 927.31 40,258 12,480 927.32 40,258 12,883 927.33 40,258 13,285 927.34 40,258 13,688 927.35 40,258 14,090 927.36 40,258 14,493 927.37 40,258 14,895 927.38 40,258 15,298 927.39 40,258 15,701 927.40 40,258 16,103 927.41 40,258 16,506 927.42 40,258 16,908 927.43 40,258 17,311 927.44 40,258 17,714 927.45 40,258 18,116 927.46 40,258 18,519 927.47 40,258 18,921 927.48 40,258 19,324 927.49 40,258 19,726 927.50 40,258 20,129 927.51 40,258 20,532 927.52 40,258 20,934 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.53 40,258 21,337 927.54 40,258 21,739 927.55 40,258 22,142 927.56 40,258 22,544 927.57 40,258 22,947 927.58 40,258 23,350 927.59 40,258 23,752 927.60 40,258 24,155 927.61 40,258 24,557 927.62 40,258 24,960 927.63 40,258 25,363 927.64 40,258 25,765 927.65 40,258 26,168 927.66 40,258 26,570 927.67 40,258 26,973 927.68 40,258 27,375 927.69 40,258 27,778 927.70 40,258 28,181 927.71 40,258 28,583 927.72 40,258 28,986 927.73 40,258 29,388 927.74 40,258 29,791 927.75 40,258 30,194 927.76 40,258 30,596 927.77 40,258 30,999 927.78 40,258 31,401 927.79 40,258 31,804 927.80 40,258 32,206 927.81 40,258 32,609 927.82 40,258 33,012 927.83 40,258 33,414 927.84 40,258 33,817 927.85 40,258 34,219 927.86 40,258 34,622 927.87 40,258 35,024 927.88 40,258 35,427 927.89 40,258 35,830 927.90 40,258 36,232 927.91 40,258 36,635 927.92 40,258 37,037 927.93 40,258 37,440 927.94 40,258 37,843 927.95 40,258 38,245 927.96 40,258 38,648 927.97 40,258 39,050 927.98 40,258 39,453 927.99 40,258 39,855 928.00 40,258 40,258 Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 21HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Link 1L: North Inflow Area = 3.116 ac, 52.44% Impervious, Inflow Depth = 1.14" for 2 YEAR event Inflow = 3.10 cfs @ 12.08 hrs, Volume= 0.296 af Primary = 3.10 cfs @ 12.08 hrs, Volume= 0.296 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 22HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Link 2L: East Inflow Area = 33.583 ac, 42.08% Impervious, Inflow Depth = 0.96" for 2 YEAR event Inflow = 14.31 cfs @ 12.47 hrs, Volume= 2.675 af Primary = 14.31 cfs @ 12.47 hrs, Volume= 2.675 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 23HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Runoff = 40.23 cfs @ 12.24 hrs, Volume= 3.891 af, Depth= 2.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description 12.212 61 >75% Grass cover, Good, HSG B 10.411 98 Unconnected pavement, HSG B 22.623 78 Weighted Average 12.212 53.98% Pervious Area 10.411 46.02% Impervious Area 10.411 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 24HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E2: Runoff = 5.24 cfs @ 12.18 hrs, Volume= 0.437 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description 1.216 98 Paved parking, HSG B 1.232 61 >75% Grass cover, Good, HSG B 2.448 79 Weighted Average 1.232 50.33% Pervious Area 1.216 49.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.9 200 0.0100 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 25HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E3: Runoff = 2.71 cfs @ 12.01 hrs, Volume= 0.143 af, Depth= 2.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description 0.250 61 >75% Grass cover, Good, HSG B 0.418 98 Paved parking, HSG B 0.668 84 Weighted Average 0.250 37.43% Pervious Area 0.418 62.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 89 0.0225 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 26HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E4: Runoff = 0.72 cfs @ 12.18 hrs, Volume= 0.063 af, Depth= 1.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description 0.531 61 >75% Grass cover, Good, HSG B 0.085 98 Paved parking, HSG B 0.616 66 Weighted Average 0.531 86.20% Pervious Area 0.085 13.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.6 257 0.0190 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 27HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E5: Runoff = 4.99 cfs @ 12.23 hrs, Volume= 0.481 af, Depth= 2.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description 0.541 61 >75% Grass cover, Good, HSG B 1.426 98 Paved parking, HSG B 1.967 88 Weighted Average 0.541 27.50% Pervious Area 1.426 72.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 28HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E6: Runoff = 4.34 cfs @ 12.18 hrs, Volume= 0.362 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description 0.941 61 >75% Grass cover, Good, HSG B 1.012 98 Paved parking, HSG B 1.953 80 Weighted Average 0.941 48.18% Pervious Area 1.012 51.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.9 200 0.0100 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 29HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E7: Runoff = 9.16 cfs @ 12.02 hrs, Volume= 0.496 af, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description 2.184 61 >75% Grass cover, Good, HSG B 1.199 98 Unconnected pavement, HSG B 3.383 74 Weighted Average 2.184 64.56% Pervious Area 1.199 35.44% Impervious Area 1.199 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 77 0.0130 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 30HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E8: Area From City Runoff = 3.89 cfs @ 12.26 hrs, Volume= 0.392 af, Depth= 1.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description * 3.041 71 3.041 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 31HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 1P: SOUTH POND Inflow Area = 31.000 ac, 40.72% Impervious, Inflow Depth = 1.92" for 10 YEAR event Inflow = 51.46 cfs @ 12.23 hrs, Volume= 4.956 af Outflow = 28.60 cfs @ 12.51 hrs, Volume= 4.957 af, Atten= 44%, Lag= 16.8 min Primary = 28.60 cfs @ 12.51 hrs, Volume= 4.957 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 917.87' @ 12.51 hrs Surf.Area= 1.018 ac Storage= 1.247 af Plug-Flow detention time= 32.2 min calculated for 4.956 af (100% of inflow) Center-of-Mass det. time= 32.7 min ( 881.2 - 848.5 ) Volume Invert Avail.Storage Storage Description #1 916.00' 47.148 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 916.00 0.000 0.000 0.000 917.00 0.864 0.432 0.432 918.00 1.042 0.953 1.385 919.00 1.221 1.131 2.516 920.00 1.389 1.305 3.821 921.00 1.532 1.460 5.282 922.00 1.742 1.637 6.919 923.00 2.151 1.947 8.866 924.00 2.538 2.344 11.210 925.00 3.114 2.826 14.036 926.00 4.204 3.659 17.695 927.00 10.146 7.175 24.870 928.00 11.470 10.808 35.678 929.00 11.470 11.470 47.148 Device Routing Invert Outlet Devices #1 Primary 916.00'60.0" Round Culvert L= 50.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 916.00' / 915.35' S= 0.0130 '/' Cc= 0.900 n= 0.012, Flow Area= 19.63 sf #2 Device 1 916.00'10.0' long Broad-Crested Rectangular Weir Head (feet) 0.50 1.00 1.50 2.00 2.50 3.00 4.00 5.00 Coef. (English) 2.64 2.68 2.65 2.64 2.64 2.64 2.64 2.64 #3 Secondary 921.20'36.0" Round Culvert L= 49.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 921.20' / 920.80' S= 0.0082 '/' Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #4 Tertiary 928.50'38.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 32HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Primary OutFlow Max=28.59 cfs @ 12.51 hrs HW=917.87' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 28.59 cfs @ 6.36 fps) 2=Broad-Crested Rectangular Weir (Passes 28.59 cfs of 67.38 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=916.00' TW=0.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.10 hrs HW=916.00' TW=0.00' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 33HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: SOUTH POND Elevation (feet) Surface (acres) Storage (acre-feet) 916.00 0.000 0.000 916.15 0.130 0.010 916.30 0.259 0.039 916.45 0.389 0.087 916.60 0.518 0.156 916.75 0.648 0.243 916.90 0.778 0.350 917.05 0.873 0.475 917.20 0.900 0.608 917.35 0.926 0.745 917.50 0.953 0.886 917.65 0.980 1.031 917.80 1.006 1.180 917.95 1.033 1.333 918.10 1.060 1.490 918.25 1.087 1.651 918.40 1.114 1.816 918.55 1.140 1.985 918.70 1.167 2.158 918.85 1.194 2.335 919.00 1.221 2.516 919.15 1.246 2.702 919.30 1.271 2.890 919.45 1.297 3.083 919.60 1.322 3.279 919.75 1.347 3.479 919.90 1.372 3.683 920.05 1.396 3.891 920.20 1.418 4.102 920.35 1.439 4.316 920.50 1.460 4.534 920.65 1.482 4.755 920.80 1.503 4.978 920.95 1.525 5.206 921.10 1.553 5.436 921.25 1.585 5.672 921.40 1.616 5.912 921.55 1.647 6.156 921.70 1.679 6.406 921.85 1.711 6.660 922.00 1.742 6.919 922.15 1.803 7.185 922.30 1.865 7.460 922.45 1.926 7.744 922.60 1.987 8.038 922.75 2.049 8.341 922.90 2.110 8.652 923.05 2.170 8.974 923.20 2.228 9.303 923.35 2.286 9.642 923.50 2.344 9.989 923.65 2.403 10.345 923.80 2.461 10.710 Elevation (feet) Surface (acres) Storage (acre-feet) 923.95 2.519 11.084 924.10 2.596 11.467 924.25 2.682 11.863 924.40 2.768 12.271 924.55 2.855 12.693 924.70 2.941 13.128 924.85 3.028 13.575 925.00 3.114 14.036 925.15 3.277 14.515 925.30 3.441 15.019 925.45 3.605 15.548 925.60 3.768 16.101 925.75 3.931 16.678 925.90 4.095 17.280 926.05 4.501 17.913 926.20 5.392 18.655 926.35 6.284 19.530 926.50 7.175 20.540 926.65 8.066 21.683 926.80 8.958 22.960 926.95 9.849 24.370 927.10 10.278 25.891 927.25 10.477 27.448 927.40 10.676 29.034 927.55 10.874 30.651 927.70 11.073 32.297 927.85 11.271 33.972 928.00 11.470 35.678 928.15 11.470 37.398 928.30 11.470 39.119 928.45 11.470 40.840 928.60 11.470 42.560 928.75 11.470 44.280 928.90 11.470 46.001 Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 34HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 2P: CB Inflow Area = 0.668 ac, 62.57% Impervious, Inflow Depth = 2.57" for 10 YEAR event Inflow = 2.71 cfs @ 12.01 hrs, Volume= 0.143 af Outflow = 2.71 cfs @ 12.01 hrs, Volume= 0.143 af, Atten= 0%, Lag= 0.0 min Primary = 2.71 cfs @ 12.01 hrs, Volume= 0.143 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 935.00' @ 0.10 hrs Surf.Area= 456 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 817.1 - 817.1 ) Volume Invert Avail.Storage Storage Description #1 935.00' 456 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 935.00 456 0 0 936.00 456 456 456 Device Routing Invert Outlet Devices #1 Primary 929.10'12.0" Round RCP_Round 12" L= 108.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 929.10' / 925.90' S= 0.0296 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 935.50'20.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 12.01 hrs HW=935.00' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 12" (Passes 0.00 cfs of 8.11 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=935.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 35HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: CB Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 935.00 456 0 935.01 456 5 935.02 456 9 935.03 456 14 935.04 456 18 935.05 456 23 935.06 456 27 935.07 456 32 935.08 456 36 935.09 456 41 935.10 456 46 935.11 456 50 935.12 456 55 935.13 456 59 935.14 456 64 935.15 456 68 935.16 456 73 935.17 456 78 935.18 456 82 935.19 456 87 935.20 456 91 935.21 456 96 935.22 456 100 935.23 456 105 935.24 456 109 935.25 456 114 935.26 456 119 935.27 456 123 935.28 456 128 935.29 456 132 935.30 456 137 935.31 456 141 935.32 456 146 935.33 456 150 935.34 456 155 935.35 456 160 935.36 456 164 935.37 456 169 935.38 456 173 935.39 456 178 935.40 456 182 935.41 456 187 935.42 456 192 935.43 456 196 935.44 456 201 935.45 456 205 935.46 456 210 935.47 456 214 935.48 456 219 935.49 456 223 935.50 456 228 935.51 456 233 935.52 456 237 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 935.53 456 242 935.54 456 246 935.55 456 251 935.56 456 255 935.57 456 260 935.58 456 264 935.59 456 269 935.60 456 274 935.61 456 278 935.62 456 283 935.63 456 287 935.64 456 292 935.65 456 296 935.66 456 301 935.67 456 306 935.68 456 310 935.69 456 315 935.70 456 319 935.71 456 324 935.72 456 328 935.73 456 333 935.74 456 337 935.75 456 342 935.76 456 347 935.77 456 351 935.78 456 356 935.79 456 360 935.80 456 365 935.81 456 369 935.82 456 374 935.83 456 378 935.84 456 383 935.85 456 388 935.86 456 392 935.87 456 397 935.88 456 401 935.89 456 406 935.90 456 410 935.91 456 415 935.92 456 420 935.93 456 424 935.94 456 429 935.95 456 433 935.96 456 438 935.97 456 442 935.98 456 447 935.99 456 451 936.00 456 456 Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 36HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 3P: CB Inflow Area = 0.616 ac, 13.80% Impervious, Inflow Depth = 1.22" for 10 YEAR event Inflow = 0.72 cfs @ 12.18 hrs, Volume= 0.063 af Outflow = 0.72 cfs @ 12.18 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Primary = 0.72 cfs @ 12.18 hrs, Volume= 0.063 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 934.00' @ 0.10 hrs Surf.Area= 4,519 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 881.2 - 881.2 ) Volume Invert Avail.Storage Storage Description #1 934.00' 4,519 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 934.00 4,519 0 0 935.00 4,519 4,519 4,519 Device Routing Invert Outlet Devices #1 Primary 928.40'15.0" Round RCP_Round 15" L= 12.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 928.40' / 928.20' S= 0.0167 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 934.40'16.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.00 cfs @ 12.18 hrs HW=934.00' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 0.00 cfs of 13.18 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=934.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 37HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: CB Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 934.00 4,519 0 934.01 4,519 45 934.02 4,519 90 934.03 4,519 136 934.04 4,519 181 934.05 4,519 226 934.06 4,519 271 934.07 4,519 316 934.08 4,519 362 934.09 4,519 407 934.10 4,519 452 934.11 4,519 497 934.12 4,519 542 934.13 4,519 587 934.14 4,519 633 934.15 4,519 678 934.16 4,519 723 934.17 4,519 768 934.18 4,519 813 934.19 4,519 859 934.20 4,519 904 934.21 4,519 949 934.22 4,519 994 934.23 4,519 1,039 934.24 4,519 1,085 934.25 4,519 1,130 934.26 4,519 1,175 934.27 4,519 1,220 934.28 4,519 1,265 934.29 4,519 1,311 934.30 4,519 1,356 934.31 4,519 1,401 934.32 4,519 1,446 934.33 4,519 1,491 934.34 4,519 1,536 934.35 4,519 1,582 934.36 4,519 1,627 934.37 4,519 1,672 934.38 4,519 1,717 934.39 4,519 1,762 934.40 4,519 1,808 934.41 4,519 1,853 934.42 4,519 1,898 934.43 4,519 1,943 934.44 4,519 1,988 934.45 4,519 2,034 934.46 4,519 2,079 934.47 4,519 2,124 934.48 4,519 2,169 934.49 4,519 2,214 934.50 4,519 2,260 934.51 4,519 2,305 934.52 4,519 2,350 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 934.53 4,519 2,395 934.54 4,519 2,440 934.55 4,519 2,485 934.56 4,519 2,531 934.57 4,519 2,576 934.58 4,519 2,621 934.59 4,519 2,666 934.60 4,519 2,711 934.61 4,519 2,757 934.62 4,519 2,802 934.63 4,519 2,847 934.64 4,519 2,892 934.65 4,519 2,937 934.66 4,519 2,983 934.67 4,519 3,028 934.68 4,519 3,073 934.69 4,519 3,118 934.70 4,519 3,163 934.71 4,519 3,208 934.72 4,519 3,254 934.73 4,519 3,299 934.74 4,519 3,344 934.75 4,519 3,389 934.76 4,519 3,434 934.77 4,519 3,480 934.78 4,519 3,525 934.79 4,519 3,570 934.80 4,519 3,615 934.81 4,519 3,660 934.82 4,519 3,706 934.83 4,519 3,751 934.84 4,519 3,796 934.85 4,519 3,841 934.86 4,519 3,886 934.87 4,519 3,932 934.88 4,519 3,977 934.89 4,519 4,022 934.90 4,519 4,067 934.91 4,519 4,112 934.92 4,519 4,157 934.93 4,519 4,203 934.94 4,519 4,248 934.95 4,519 4,293 934.96 4,519 4,338 934.97 4,519 4,383 934.98 4,519 4,429 934.99 4,519 4,474 935.00 4,519 4,519 Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 38HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 6P: LOW SPOT Inflow Area = 1.953 ac, 51.82% Impervious, Inflow Depth = 2.22" for 10 YEAR event Inflow = 4.34 cfs @ 12.18 hrs, Volume= 0.362 af Outflow = 4.07 cfs @ 12.24 hrs, Volume= 0.362 af, Atten= 6%, Lag= 3.6 min Discarded = 0.01 cfs @ 12.14 hrs, Volume= 0.001 af Primary = 4.06 cfs @ 12.24 hrs, Volume= 0.361 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 925.04' @ 12.24 hrs Surf.Area= 2,740 sf Storage= 113 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.1 min ( 842.9 - 842.8 ) Volume Invert Avail.Storage Storage Description #1 925.00' 2,740 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 925.00 2,740 0 0 926.00 2,740 2,740 2,740 Device Routing Invert Outlet Devices #1 Discarded 925.00'0.200 in/hr Infiltration over Surface area #2 Primary 923.80'15.0" Round RCP_Round 15" L= 16.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 923.60' / 923.80' S= -0.0125 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #3 Secondary 925.50'8.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.01 cfs @ 12.14 hrs HW=925.01' (Free Discharge) 1=Infiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=4.06 cfs @ 12.24 hrs HW=925.04' TW=917.50' (Dynamic Tailwater) 2=RCP_Round 15" (Barrel Controls 4.06 cfs @ 3.60 fps) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=925.00' TW=916.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 39HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 6P: LOW SPOT Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 925.00 2,740 0 925.01 2,740 27 925.02 2,740 55 925.03 2,740 82 925.04 2,740 110 925.05 2,740 137 925.06 2,740 164 925.07 2,740 192 925.08 2,740 219 925.09 2,740 247 925.10 2,740 274 925.11 2,740 301 925.12 2,740 329 925.13 2,740 356 925.14 2,740 384 925.15 2,740 411 925.16 2,740 438 925.17 2,740 466 925.18 2,740 493 925.19 2,740 521 925.20 2,740 548 925.21 2,740 575 925.22 2,740 603 925.23 2,740 630 925.24 2,740 658 925.25 2,740 685 925.26 2,740 712 925.27 2,740 740 925.28 2,740 767 925.29 2,740 795 925.30 2,740 822 925.31 2,740 849 925.32 2,740 877 925.33 2,740 904 925.34 2,740 932 925.35 2,740 959 925.36 2,740 986 925.37 2,740 1,014 925.38 2,740 1,041 925.39 2,740 1,069 925.40 2,740 1,096 925.41 2,740 1,123 925.42 2,740 1,151 925.43 2,740 1,178 925.44 2,740 1,206 925.45 2,740 1,233 925.46 2,740 1,260 925.47 2,740 1,288 925.48 2,740 1,315 925.49 2,740 1,343 925.50 2,740 1,370 925.51 2,740 1,397 925.52 2,740 1,425 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 925.53 2,740 1,452 925.54 2,740 1,480 925.55 2,740 1,507 925.56 2,740 1,534 925.57 2,740 1,562 925.58 2,740 1,589 925.59 2,740 1,617 925.60 2,740 1,644 925.61 2,740 1,671 925.62 2,740 1,699 925.63 2,740 1,726 925.64 2,740 1,754 925.65 2,740 1,781 925.66 2,740 1,808 925.67 2,740 1,836 925.68 2,740 1,863 925.69 2,740 1,891 925.70 2,740 1,918 925.71 2,740 1,945 925.72 2,740 1,973 925.73 2,740 2,000 925.74 2,740 2,028 925.75 2,740 2,055 925.76 2,740 2,082 925.77 2,740 2,110 925.78 2,740 2,137 925.79 2,740 2,165 925.80 2,740 2,192 925.81 2,740 2,219 925.82 2,740 2,247 925.83 2,740 2,274 925.84 2,740 2,302 925.85 2,740 2,329 925.86 2,740 2,356 925.87 2,740 2,384 925.88 2,740 2,411 925.89 2,740 2,439 925.90 2,740 2,466 925.91 2,740 2,493 925.92 2,740 2,521 925.93 2,740 2,548 925.94 2,740 2,576 925.95 2,740 2,603 925.96 2,740 2,630 925.97 2,740 2,658 925.98 2,740 2,685 925.99 2,740 2,713 926.00 2,740 2,740 Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 40HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: TRACK Inflow Area = 3.383 ac, 35.44% Impervious, Inflow Depth = 1.76" for 10 YEAR event Inflow = 9.16 cfs @ 12.02 hrs, Volume= 0.496 af Outflow = 8.38 cfs @ 12.06 hrs, Volume= 0.496 af, Atten= 8%, Lag= 2.3 min Discarded = 0.19 cfs @ 11.68 hrs, Volume= 0.184 af Primary = 8.19 cfs @ 12.06 hrs, Volume= 0.312 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 927.05' @ 12.06 hrs Surf.Area= 40,258 sf Storage= 1,903 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.4 min ( 850.9 - 846.5 ) Volume Invert Avail.Storage Storage Description #1 927.00' 40,258 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 927.00 40,258 0 0 928.00 40,258 40,258 40,258 Device Routing Invert Outlet Devices #1 Primary 927.00'320.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 927.00'0.200 in/hr Infiltration over Surface area Discarded OutFlow Max=0.19 cfs @ 11.68 hrs HW=927.00' (Free Discharge) 2=Infiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=8.19 cfs @ 12.06 hrs HW=927.05' TW=916.97' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 8.19 cfs @ 0.54 fps) Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 41HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 7P: TRACK Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.00 40,258 0 927.01 40,258 403 927.02 40,258 805 927.03 40,258 1,208 927.04 40,258 1,610 927.05 40,258 2,013 927.06 40,258 2,415 927.07 40,258 2,818 927.08 40,258 3,221 927.09 40,258 3,623 927.10 40,258 4,026 927.11 40,258 4,428 927.12 40,258 4,831 927.13 40,258 5,234 927.14 40,258 5,636 927.15 40,258 6,039 927.16 40,258 6,441 927.17 40,258 6,844 927.18 40,258 7,246 927.19 40,258 7,649 927.20 40,258 8,052 927.21 40,258 8,454 927.22 40,258 8,857 927.23 40,258 9,259 927.24 40,258 9,662 927.25 40,258 10,065 927.26 40,258 10,467 927.27 40,258 10,870 927.28 40,258 11,272 927.29 40,258 11,675 927.30 40,258 12,077 927.31 40,258 12,480 927.32 40,258 12,883 927.33 40,258 13,285 927.34 40,258 13,688 927.35 40,258 14,090 927.36 40,258 14,493 927.37 40,258 14,895 927.38 40,258 15,298 927.39 40,258 15,701 927.40 40,258 16,103 927.41 40,258 16,506 927.42 40,258 16,908 927.43 40,258 17,311 927.44 40,258 17,714 927.45 40,258 18,116 927.46 40,258 18,519 927.47 40,258 18,921 927.48 40,258 19,324 927.49 40,258 19,726 927.50 40,258 20,129 927.51 40,258 20,532 927.52 40,258 20,934 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.53 40,258 21,337 927.54 40,258 21,739 927.55 40,258 22,142 927.56 40,258 22,544 927.57 40,258 22,947 927.58 40,258 23,350 927.59 40,258 23,752 927.60 40,258 24,155 927.61 40,258 24,557 927.62 40,258 24,960 927.63 40,258 25,363 927.64 40,258 25,765 927.65 40,258 26,168 927.66 40,258 26,570 927.67 40,258 26,973 927.68 40,258 27,375 927.69 40,258 27,778 927.70 40,258 28,181 927.71 40,258 28,583 927.72 40,258 28,986 927.73 40,258 29,388 927.74 40,258 29,791 927.75 40,258 30,194 927.76 40,258 30,596 927.77 40,258 30,999 927.78 40,258 31,401 927.79 40,258 31,804 927.80 40,258 32,206 927.81 40,258 32,609 927.82 40,258 33,012 927.83 40,258 33,414 927.84 40,258 33,817 927.85 40,258 34,219 927.86 40,258 34,622 927.87 40,258 35,024 927.88 40,258 35,427 927.89 40,258 35,830 927.90 40,258 36,232 927.91 40,258 36,635 927.92 40,258 37,037 927.93 40,258 37,440 927.94 40,258 37,843 927.95 40,258 38,245 927.96 40,258 38,648 927.97 40,258 39,050 927.98 40,258 39,453 927.99 40,258 39,855 928.00 40,258 40,258 Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 42HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Link 1L: North Inflow Area = 3.116 ac, 52.44% Impervious, Inflow Depth = 2.23" for 10 YEAR event Inflow = 6.30 cfs @ 12.08 hrs, Volume= 0.580 af Primary = 6.30 cfs @ 12.08 hrs, Volume= 0.580 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 43HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Link 2L: East Inflow Area = 33.583 ac, 42.08% Impervious, Inflow Depth = 1.97" for 10 YEAR event Inflow = 31.90 cfs @ 12.46 hrs, Volume= 5.501 af Primary = 31.90 cfs @ 12.46 hrs, Volume= 5.501 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 44HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Runoff = 85.70 cfs @ 12.23 hrs, Volume= 8.214 af, Depth= 4.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description 12.212 61 >75% Grass cover, Good, HSG B 10.411 98 Unconnected pavement, HSG B 22.623 78 Weighted Average 12.212 53.98% Pervious Area 10.411 46.02% Impervious Area 10.411 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 45HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E2: Runoff = 10.90 cfs @ 12.17 hrs, Volume= 0.911 af, Depth= 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description 1.216 98 Paved parking, HSG B 1.232 61 >75% Grass cover, Good, HSG B 2.448 79 Weighted Average 1.232 50.33% Pervious Area 1.216 49.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.9 200 0.0100 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 46HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E3: Runoff = 5.13 cfs @ 12.00 hrs, Volume= 0.279 af, Depth= 5.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description 0.250 61 >75% Grass cover, Good, HSG B 0.418 98 Paved parking, HSG B 0.668 84 Weighted Average 0.250 37.43% Pervious Area 0.418 62.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 89 0.0225 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 47HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E4: Runoff = 1.96 cfs @ 12.16 hrs, Volume= 0.159 af, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description 0.531 61 >75% Grass cover, Good, HSG B 0.085 98 Paved parking, HSG B 0.616 66 Weighted Average 0.531 86.20% Pervious Area 0.085 13.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.6 257 0.0190 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 48HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E5: Runoff = 9.09 cfs @ 12.23 hrs, Volume= 0.896 af, Depth= 5.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description 0.541 61 >75% Grass cover, Good, HSG B 1.426 98 Paved parking, HSG B 1.967 88 Weighted Average 0.541 27.50% Pervious Area 1.426 72.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 49HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E6: Runoff = 8.90 cfs @ 12.16 hrs, Volume= 0.745 af, Depth= 4.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description 0.941 61 >75% Grass cover, Good, HSG B 1.012 98 Paved parking, HSG B 1.953 80 Weighted Average 0.941 48.18% Pervious Area 1.012 51.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.9 200 0.0100 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 50HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E7: Runoff = 20.38 cfs @ 12.02 hrs, Volume= 1.108 af, Depth= 3.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description 2.184 61 >75% Grass cover, Good, HSG B 1.199 98 Unconnected pavement, HSG B 3.383 74 Weighted Average 2.184 64.56% Pervious Area 1.199 35.44% Impervious Area 1.199 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 77 0.0130 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 51HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment E8: Area From City Runoff = 9.52 cfs @ 12.24 hrs, Volume= 0.916 af, Depth= 3.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description * 3.041 71 3.041 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 52HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 1P: SOUTH POND Inflow Area = 31.000 ac, 40.72% Impervious, Inflow Depth = 4.16" for 100 YEAR event Inflow = 109.99 cfs @ 12.23 hrs, Volume= 10.744 af Outflow = 66.12 cfs @ 12.48 hrs, Volume= 10.745 af, Atten= 40%, Lag= 15.2 min Primary = 66.12 cfs @ 12.48 hrs, Volume= 10.745 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 919.09' @ 12.48 hrs Surf.Area= 1.237 ac Storage= 2.631 af Plug-Flow detention time= 31.1 min calculated for 10.744 af (100% of inflow) Center-of-Mass det. time= 31.3 min ( 860.8 - 829.5 ) Volume Invert Avail.Storage Storage Description #1 916.00' 47.148 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 916.00 0.000 0.000 0.000 917.00 0.864 0.432 0.432 918.00 1.042 0.953 1.385 919.00 1.221 1.131 2.516 920.00 1.389 1.305 3.821 921.00 1.532 1.460 5.282 922.00 1.742 1.637 6.919 923.00 2.151 1.947 8.866 924.00 2.538 2.344 11.210 925.00 3.114 2.826 14.036 926.00 4.204 3.659 17.695 927.00 10.146 7.175 24.870 928.00 11.470 10.808 35.678 929.00 11.470 11.470 47.148 Device Routing Invert Outlet Devices #1 Primary 916.00'60.0" Round Culvert L= 50.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 916.00' / 915.35' S= 0.0130 '/' Cc= 0.900 n= 0.012, Flow Area= 19.63 sf #2 Device 1 916.00'10.0' long Broad-Crested Rectangular Weir Head (feet) 0.50 1.00 1.50 2.00 2.50 3.00 4.00 5.00 Coef. (English) 2.64 2.68 2.65 2.64 2.64 2.64 2.64 2.64 #3 Secondary 921.20'36.0" Round Culvert L= 49.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 921.20' / 920.80' S= 0.0082 '/' Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #4 Tertiary 928.50'38.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 53HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Primary OutFlow Max=66.12 cfs @ 12.48 hrs HW=919.09' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 66.12 cfs @ 7.41 fps) 2=Broad-Crested Rectangular Weir (Passes 66.12 cfs of 143.61 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=916.00' TW=0.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.10 hrs HW=916.00' TW=0.00' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 54HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: SOUTH POND Elevation (feet) Surface (acres) Storage (acre-feet) 916.00 0.000 0.000 916.15 0.130 0.010 916.30 0.259 0.039 916.45 0.389 0.087 916.60 0.518 0.156 916.75 0.648 0.243 916.90 0.778 0.350 917.05 0.873 0.475 917.20 0.900 0.608 917.35 0.926 0.745 917.50 0.953 0.886 917.65 0.980 1.031 917.80 1.006 1.180 917.95 1.033 1.333 918.10 1.060 1.490 918.25 1.087 1.651 918.40 1.114 1.816 918.55 1.140 1.985 918.70 1.167 2.158 918.85 1.194 2.335 919.00 1.221 2.516 919.15 1.246 2.702 919.30 1.271 2.890 919.45 1.297 3.083 919.60 1.322 3.279 919.75 1.347 3.479 919.90 1.372 3.683 920.05 1.396 3.891 920.20 1.418 4.102 920.35 1.439 4.316 920.50 1.460 4.534 920.65 1.482 4.755 920.80 1.503 4.978 920.95 1.525 5.206 921.10 1.553 5.436 921.25 1.585 5.672 921.40 1.616 5.912 921.55 1.647 6.156 921.70 1.679 6.406 921.85 1.711 6.660 922.00 1.742 6.919 922.15 1.803 7.185 922.30 1.865 7.460 922.45 1.926 7.744 922.60 1.987 8.038 922.75 2.049 8.341 922.90 2.110 8.652 923.05 2.170 8.974 923.20 2.228 9.303 923.35 2.286 9.642 923.50 2.344 9.989 923.65 2.403 10.345 923.80 2.461 10.710 Elevation (feet) Surface (acres) Storage (acre-feet) 923.95 2.519 11.084 924.10 2.596 11.467 924.25 2.682 11.863 924.40 2.768 12.271 924.55 2.855 12.693 924.70 2.941 13.128 924.85 3.028 13.575 925.00 3.114 14.036 925.15 3.277 14.515 925.30 3.441 15.019 925.45 3.605 15.548 925.60 3.768 16.101 925.75 3.931 16.678 925.90 4.095 17.280 926.05 4.501 17.913 926.20 5.392 18.655 926.35 6.284 19.530 926.50 7.175 20.540 926.65 8.066 21.683 926.80 8.958 22.960 926.95 9.849 24.370 927.10 10.278 25.891 927.25 10.477 27.448 927.40 10.676 29.034 927.55 10.874 30.651 927.70 11.073 32.297 927.85 11.271 33.972 928.00 11.470 35.678 928.15 11.470 37.398 928.30 11.470 39.119 928.45 11.470 40.840 928.60 11.470 42.560 928.75 11.470 44.280 928.90 11.470 46.001 Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 55HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 2P: CB Inflow Area = 0.668 ac, 62.57% Impervious, Inflow Depth = 5.02" for 100 YEAR event Inflow = 5.13 cfs @ 12.00 hrs, Volume= 0.279 af Outflow = 5.13 cfs @ 12.00 hrs, Volume= 0.279 af, Atten= 0%, Lag= 0.0 min Primary = 5.13 cfs @ 12.00 hrs, Volume= 0.279 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 935.00' @ 12.00 hrs Surf.Area= 456 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 798.1 - 798.1 ) Volume Invert Avail.Storage Storage Description #1 935.00' 456 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 935.00 456 0 0 936.00 456 456 456 Device Routing Invert Outlet Devices #1 Primary 929.10'12.0" Round RCP_Round 12" L= 108.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 929.10' / 925.90' S= 0.0296 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 935.50'20.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=8.11 cfs @ 12.00 hrs HW=935.00' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 12" (Barrel Controls 8.11 cfs @ 10.33 fps) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=935.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 56HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: CB Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 935.00 456 0 935.01 456 5 935.02 456 9 935.03 456 14 935.04 456 18 935.05 456 23 935.06 456 27 935.07 456 32 935.08 456 36 935.09 456 41 935.10 456 46 935.11 456 50 935.12 456 55 935.13 456 59 935.14 456 64 935.15 456 68 935.16 456 73 935.17 456 78 935.18 456 82 935.19 456 87 935.20 456 91 935.21 456 96 935.22 456 100 935.23 456 105 935.24 456 109 935.25 456 114 935.26 456 119 935.27 456 123 935.28 456 128 935.29 456 132 935.30 456 137 935.31 456 141 935.32 456 146 935.33 456 150 935.34 456 155 935.35 456 160 935.36 456 164 935.37 456 169 935.38 456 173 935.39 456 178 935.40 456 182 935.41 456 187 935.42 456 192 935.43 456 196 935.44 456 201 935.45 456 205 935.46 456 210 935.47 456 214 935.48 456 219 935.49 456 223 935.50 456 228 935.51 456 233 935.52 456 237 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 935.53 456 242 935.54 456 246 935.55 456 251 935.56 456 255 935.57 456 260 935.58 456 264 935.59 456 269 935.60 456 274 935.61 456 278 935.62 456 283 935.63 456 287 935.64 456 292 935.65 456 296 935.66 456 301 935.67 456 306 935.68 456 310 935.69 456 315 935.70 456 319 935.71 456 324 935.72 456 328 935.73 456 333 935.74 456 337 935.75 456 342 935.76 456 347 935.77 456 351 935.78 456 356 935.79 456 360 935.80 456 365 935.81 456 369 935.82 456 374 935.83 456 378 935.84 456 383 935.85 456 388 935.86 456 392 935.87 456 397 935.88 456 401 935.89 456 406 935.90 456 410 935.91 456 415 935.92 456 420 935.93 456 424 935.94 456 429 935.95 456 433 935.96 456 438 935.97 456 442 935.98 456 447 935.99 456 451 936.00 456 456 Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 57HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 3P: CB Inflow Area = 0.616 ac, 13.80% Impervious, Inflow Depth = 3.10" for 100 YEAR event Inflow = 1.96 cfs @ 12.16 hrs, Volume= 0.159 af Outflow = 1.96 cfs @ 12.16 hrs, Volume= 0.159 af, Atten= 0%, Lag= 0.0 min Primary = 1.96 cfs @ 12.16 hrs, Volume= 0.159 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 934.00' @ 0.10 hrs Surf.Area= 4,519 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 852.8 - 852.8 ) Volume Invert Avail.Storage Storage Description #1 934.00' 4,519 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 934.00 4,519 0 0 935.00 4,519 4,519 4,519 Device Routing Invert Outlet Devices #1 Primary 928.40'15.0" Round RCP_Round 15" L= 12.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 928.40' / 928.20' S= 0.0167 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 934.40'16.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.00 cfs @ 12.16 hrs HW=934.00' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 0.00 cfs of 13.18 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=934.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 58HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: CB Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 934.00 4,519 0 934.01 4,519 45 934.02 4,519 90 934.03 4,519 136 934.04 4,519 181 934.05 4,519 226 934.06 4,519 271 934.07 4,519 316 934.08 4,519 362 934.09 4,519 407 934.10 4,519 452 934.11 4,519 497 934.12 4,519 542 934.13 4,519 587 934.14 4,519 633 934.15 4,519 678 934.16 4,519 723 934.17 4,519 768 934.18 4,519 813 934.19 4,519 859 934.20 4,519 904 934.21 4,519 949 934.22 4,519 994 934.23 4,519 1,039 934.24 4,519 1,085 934.25 4,519 1,130 934.26 4,519 1,175 934.27 4,519 1,220 934.28 4,519 1,265 934.29 4,519 1,311 934.30 4,519 1,356 934.31 4,519 1,401 934.32 4,519 1,446 934.33 4,519 1,491 934.34 4,519 1,536 934.35 4,519 1,582 934.36 4,519 1,627 934.37 4,519 1,672 934.38 4,519 1,717 934.39 4,519 1,762 934.40 4,519 1,808 934.41 4,519 1,853 934.42 4,519 1,898 934.43 4,519 1,943 934.44 4,519 1,988 934.45 4,519 2,034 934.46 4,519 2,079 934.47 4,519 2,124 934.48 4,519 2,169 934.49 4,519 2,214 934.50 4,519 2,260 934.51 4,519 2,305 934.52 4,519 2,350 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 934.53 4,519 2,395 934.54 4,519 2,440 934.55 4,519 2,485 934.56 4,519 2,531 934.57 4,519 2,576 934.58 4,519 2,621 934.59 4,519 2,666 934.60 4,519 2,711 934.61 4,519 2,757 934.62 4,519 2,802 934.63 4,519 2,847 934.64 4,519 2,892 934.65 4,519 2,937 934.66 4,519 2,983 934.67 4,519 3,028 934.68 4,519 3,073 934.69 4,519 3,118 934.70 4,519 3,163 934.71 4,519 3,208 934.72 4,519 3,254 934.73 4,519 3,299 934.74 4,519 3,344 934.75 4,519 3,389 934.76 4,519 3,434 934.77 4,519 3,480 934.78 4,519 3,525 934.79 4,519 3,570 934.80 4,519 3,615 934.81 4,519 3,660 934.82 4,519 3,706 934.83 4,519 3,751 934.84 4,519 3,796 934.85 4,519 3,841 934.86 4,519 3,886 934.87 4,519 3,932 934.88 4,519 3,977 934.89 4,519 4,022 934.90 4,519 4,067 934.91 4,519 4,112 934.92 4,519 4,157 934.93 4,519 4,203 934.94 4,519 4,248 934.95 4,519 4,293 934.96 4,519 4,338 934.97 4,519 4,383 934.98 4,519 4,429 934.99 4,519 4,474 935.00 4,519 4,519 Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 59HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 6P: LOW SPOT Inflow Area = 1.953 ac, 51.82% Impervious, Inflow Depth = 4.57" for 100 YEAR event Inflow = 8.90 cfs @ 12.16 hrs, Volume= 0.745 af Outflow = 8.16 cfs @ 12.24 hrs, Volume= 0.745 af, Atten= 8%, Lag= 4.6 min Discarded = 0.01 cfs @ 11.98 hrs, Volume= 0.002 af Primary = 6.59 cfs @ 12.24 hrs, Volume= 0.723 af Secondary = 1.56 cfs @ 12.24 hrs, Volume= 0.020 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 925.69' @ 12.24 hrs Surf.Area= 2,740 sf Storage= 1,886 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.4 min ( 823.7 - 822.2 ) Volume Invert Avail.Storage Storage Description #1 925.00' 2,740 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 925.00 2,740 0 0 926.00 2,740 2,740 2,740 Device Routing Invert Outlet Devices #1 Discarded 925.00'0.200 in/hr Infiltration over Surface area #2 Primary 923.80'15.0" Round RCP_Round 15" L= 16.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 923.60' / 923.80' S= -0.0125 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #3 Secondary 925.50'8.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.01 cfs @ 11.98 hrs HW=925.02' (Free Discharge) 1=Infiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=6.59 cfs @ 12.24 hrs HW=925.69' TW=918.59' (Dynamic Tailwater) 2=RCP_Round 15" (Barrel Controls 6.59 cfs @ 5.37 fps) Secondary OutFlow Max=1.55 cfs @ 12.24 hrs HW=925.69' TW=918.59' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 1.55 cfs @ 1.03 fps) Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 60HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 6P: LOW SPOT Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 925.00 2,740 0 925.01 2,740 27 925.02 2,740 55 925.03 2,740 82 925.04 2,740 110 925.05 2,740 137 925.06 2,740 164 925.07 2,740 192 925.08 2,740 219 925.09 2,740 247 925.10 2,740 274 925.11 2,740 301 925.12 2,740 329 925.13 2,740 356 925.14 2,740 384 925.15 2,740 411 925.16 2,740 438 925.17 2,740 466 925.18 2,740 493 925.19 2,740 521 925.20 2,740 548 925.21 2,740 575 925.22 2,740 603 925.23 2,740 630 925.24 2,740 658 925.25 2,740 685 925.26 2,740 712 925.27 2,740 740 925.28 2,740 767 925.29 2,740 795 925.30 2,740 822 925.31 2,740 849 925.32 2,740 877 925.33 2,740 904 925.34 2,740 932 925.35 2,740 959 925.36 2,740 986 925.37 2,740 1,014 925.38 2,740 1,041 925.39 2,740 1,069 925.40 2,740 1,096 925.41 2,740 1,123 925.42 2,740 1,151 925.43 2,740 1,178 925.44 2,740 1,206 925.45 2,740 1,233 925.46 2,740 1,260 925.47 2,740 1,288 925.48 2,740 1,315 925.49 2,740 1,343 925.50 2,740 1,370 925.51 2,740 1,397 925.52 2,740 1,425 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 925.53 2,740 1,452 925.54 2,740 1,480 925.55 2,740 1,507 925.56 2,740 1,534 925.57 2,740 1,562 925.58 2,740 1,589 925.59 2,740 1,617 925.60 2,740 1,644 925.61 2,740 1,671 925.62 2,740 1,699 925.63 2,740 1,726 925.64 2,740 1,754 925.65 2,740 1,781 925.66 2,740 1,808 925.67 2,740 1,836 925.68 2,740 1,863 925.69 2,740 1,891 925.70 2,740 1,918 925.71 2,740 1,945 925.72 2,740 1,973 925.73 2,740 2,000 925.74 2,740 2,028 925.75 2,740 2,055 925.76 2,740 2,082 925.77 2,740 2,110 925.78 2,740 2,137 925.79 2,740 2,165 925.80 2,740 2,192 925.81 2,740 2,219 925.82 2,740 2,247 925.83 2,740 2,274 925.84 2,740 2,302 925.85 2,740 2,329 925.86 2,740 2,356 925.87 2,740 2,384 925.88 2,740 2,411 925.89 2,740 2,439 925.90 2,740 2,466 925.91 2,740 2,493 925.92 2,740 2,521 925.93 2,740 2,548 925.94 2,740 2,576 925.95 2,740 2,603 925.96 2,740 2,630 925.97 2,740 2,658 925.98 2,740 2,685 925.99 2,740 2,713 926.00 2,740 2,740 Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 61HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: TRACK Inflow Area = 3.383 ac, 35.44% Impervious, Inflow Depth = 3.93" for 100 YEAR event Inflow = 20.38 cfs @ 12.02 hrs, Volume= 1.108 af Outflow = 19.37 cfs @ 12.05 hrs, Volume= 1.108 af, Atten= 5%, Lag= 1.8 min Discarded = 0.19 cfs @ 10.80 hrs, Volume= 0.237 af Primary = 19.19 cfs @ 12.05 hrs, Volume= 0.871 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 927.08' @ 12.05 hrs Surf.Area= 40,258 sf Storage= 3,357 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.9 min ( 828.3 - 823.4 ) Volume Invert Avail.Storage Storage Description #1 927.00' 40,258 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 927.00 40,258 0 0 928.00 40,258 40,258 40,258 Device Routing Invert Outlet Devices #1 Primary 927.00'320.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 927.00'0.200 in/hr Infiltration over Surface area Discarded OutFlow Max=0.19 cfs @ 10.80 hrs HW=927.00' (Free Discharge) 2=Infiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=19.16 cfs @ 12.05 hrs HW=927.08' TW=917.60' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 19.16 cfs @ 0.72 fps) Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 62HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 7P: TRACK Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.00 40,258 0 927.01 40,258 403 927.02 40,258 805 927.03 40,258 1,208 927.04 40,258 1,610 927.05 40,258 2,013 927.06 40,258 2,415 927.07 40,258 2,818 927.08 40,258 3,221 927.09 40,258 3,623 927.10 40,258 4,026 927.11 40,258 4,428 927.12 40,258 4,831 927.13 40,258 5,234 927.14 40,258 5,636 927.15 40,258 6,039 927.16 40,258 6,441 927.17 40,258 6,844 927.18 40,258 7,246 927.19 40,258 7,649 927.20 40,258 8,052 927.21 40,258 8,454 927.22 40,258 8,857 927.23 40,258 9,259 927.24 40,258 9,662 927.25 40,258 10,065 927.26 40,258 10,467 927.27 40,258 10,870 927.28 40,258 11,272 927.29 40,258 11,675 927.30 40,258 12,077 927.31 40,258 12,480 927.32 40,258 12,883 927.33 40,258 13,285 927.34 40,258 13,688 927.35 40,258 14,090 927.36 40,258 14,493 927.37 40,258 14,895 927.38 40,258 15,298 927.39 40,258 15,701 927.40 40,258 16,103 927.41 40,258 16,506 927.42 40,258 16,908 927.43 40,258 17,311 927.44 40,258 17,714 927.45 40,258 18,116 927.46 40,258 18,519 927.47 40,258 18,921 927.48 40,258 19,324 927.49 40,258 19,726 927.50 40,258 20,129 927.51 40,258 20,532 927.52 40,258 20,934 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.53 40,258 21,337 927.54 40,258 21,739 927.55 40,258 22,142 927.56 40,258 22,544 927.57 40,258 22,947 927.58 40,258 23,350 927.59 40,258 23,752 927.60 40,258 24,155 927.61 40,258 24,557 927.62 40,258 24,960 927.63 40,258 25,363 927.64 40,258 25,765 927.65 40,258 26,168 927.66 40,258 26,570 927.67 40,258 26,973 927.68 40,258 27,375 927.69 40,258 27,778 927.70 40,258 28,181 927.71 40,258 28,583 927.72 40,258 28,986 927.73 40,258 29,388 927.74 40,258 29,791 927.75 40,258 30,194 927.76 40,258 30,596 927.77 40,258 30,999 927.78 40,258 31,401 927.79 40,258 31,804 927.80 40,258 32,206 927.81 40,258 32,609 927.82 40,258 33,012 927.83 40,258 33,414 927.84 40,258 33,817 927.85 40,258 34,219 927.86 40,258 34,622 927.87 40,258 35,024 927.88 40,258 35,427 927.89 40,258 35,830 927.90 40,258 36,232 927.91 40,258 36,635 927.92 40,258 37,037 927.93 40,258 37,440 927.94 40,258 37,843 927.95 40,258 38,245 927.96 40,258 38,648 927.97 40,258 39,050 927.98 40,258 39,453 927.99 40,258 39,855 928.00 40,258 40,258 Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 63HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Link 1L: North Inflow Area = 3.116 ac, 52.44% Impervious, Inflow Depth = 4.58" for 100 YEAR event Inflow = 12.98 cfs @ 12.08 hrs, Volume= 1.190 af Primary = 12.98 cfs @ 12.08 hrs, Volume= 1.190 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87"EXISTING Printed 2/3/2017Prepared by Hewlett-Packard Company Page 64HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Link 2L: East Inflow Area = 33.583 ac, 42.08% Impervious, Inflow Depth = 4.22" for 100 YEAR event Inflow = 72.72 cfs @ 12.44 hrs, Volume= 11.801 af Primary = 72.72 cfs @ 12.44 hrs, Volume= 11.801 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs HydroCAD® Calculations Proposed Conditions 123456PIPROPOSED BUILDINGADDITION (LOADING DOCK)1% SWALEP1P2P3P4P5P6AP71P2P3PINF EAST BTrackNorthEastLANDSCAPE ARCHITECTURE SITE PLANNING CIVIL ENGINEERINGScaleNorthCheckDrawnDate:CommRevisionsDescription Date NumDAVID A. REY01/27/20174018015224801/27/2017LJDDAR1"=70'C0.02MINNESOTAPROFESSIONAL ENGINEERINDEPENDENT SCHOOLDISTRICT #882302 Washington StreetMonticello, MN 55362800 Broadway St EMonticello, MN 55362MONTICELLOMIDDLE SCHOOLRENOVATIONPHASE IIINF WESTP8INF EAST AP6B P1 P2 P3 P4 P5 P6A P6B P7 P8 P9 Area From City 1P SOUTH POND 2P CB 3P CB 4P INFILTRATION BASIN - WEST 5P INFILTRATION BASIN - PARKING 6P INFILTRATION BASIN - EAST 7P TRACK 1L North 2L East Routing Diagram for PROPOSED Prepared by Hewlett-Packard Company, Printed 2/3/2017 HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 2HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Runoff = 17.54 cfs @ 12.26 hrs, Volume= 1.756 af, Depth= 1.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description 9.890 61 >75% Grass cover, Good, HSG B 9.753 98 Unconnected pavement, HSG B 19.643 79 Weighted Average 9.890 50.35% Pervious Area 9.753 49.65% Impervious Area 9.753 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 3HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Runoff = 2.31 cfs @ 12.19 hrs, Volume= 0.197 af, Depth= 1.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description 1.050 98 Paved parking, HSG B 1.036 61 >75% Grass cover, Good, HSG B 2.086 80 Weighted Average 1.036 49.66% Pervious Area 1.050 50.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.9 200 0.0100 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 4HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P3: Runoff = 1.48 cfs @ 12.01 hrs, Volume= 0.077 af, Depth= 1.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description 0.250 61 >75% Grass cover, Good, HSG B 0.418 98 Paved parking, HSG B 0.668 84 Weighted Average 0.250 37.43% Pervious Area 0.418 62.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 89 0.0225 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 5HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P4: Runoff = 0.22 cfs @ 12.20 hrs, Volume= 0.024 af, Depth= 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description 0.531 61 >75% Grass cover, Good, HSG B 0.085 98 Paved parking, HSG B 0.616 66 Weighted Average 0.531 86.20% Pervious Area 0.085 13.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.6 257 0.0190 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 6HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P5: Runoff = 2.87 cfs @ 12.24 hrs, Volume= 0.275 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description 0.541 61 >75% Grass cover, Good, HSG B 1.426 98 Paved parking, HSG B 1.967 88 Weighted Average 0.541 27.50% Pervious Area 1.426 72.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 7HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P6A: Runoff = 6.47 cfs @ 12.02 hrs, Volume= 0.350 af, Depth= 1.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description 1.041 61 >75% Grass cover, Good, HSG B 1.846 98 Paved parking, HSG B 2.887 85 Weighted Average 1.041 36.06% Pervious Area 1.846 63.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 8HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P6B: Runoff = 0.23 cfs @ 12.06 hrs, Volume= 0.021 af, Depth= 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description 0.809 61 >75% Grass cover, Good, HSG B 0.000 98 Paved parking, HSG B 0.809 61 Weighted Average 0.809 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 9HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P7: Runoff = 4.05 cfs @ 12.03 hrs, Volume= 0.228 af, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description 2.184 61 >75% Grass cover, Good, HSG B 1.199 98 Unconnected pavement, HSG B 3.383 74 Weighted Average 2.184 64.56% Pervious Area 1.199 35.44% Impervious Area 1.199 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 77 0.0130 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 10HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P8: Runoff = 3.09 cfs @ 12.02 hrs, Volume= 0.167 af, Depth= 1.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description 0.691 61 >75% Grass cover, Good, HSG B 0.907 98 Unconnected pavement, HSG B 1.598 82 Weighted Average 0.691 43.24% Pervious Area 0.907 56.76% Impervious Area 0.907 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 11HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P9: Area From City Runoff = 1.49 cfs @ 12.29 hrs, Volume= 0.170 af, Depth= 0.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84" Area (ac) CN Description * 3.041 71 3.041 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 12HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 1P: SOUTH POND Inflow Area = 31.361 ac, 43.70% Impervious, Inflow Depth = 0.81" for 2 YEAR event Inflow = 21.54 cfs @ 12.23 hrs, Volume= 2.112 af Outflow = 11.25 cfs @ 12.55 hrs, Volume= 2.113 af, Atten= 48%, Lag= 19.3 min Primary = 11.25 cfs @ 12.55 hrs, Volume= 2.113 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 917.09' @ 12.55 hrs Surf.Area= 0.880 ac Storage= 0.511 af Plug-Flow detention time= 32.2 min calculated for 2.112 af (100% of inflow) Center-of-Mass det. time= 33.4 min ( 900.0 - 866.6 ) Volume Invert Avail.Storage Storage Description #1 916.00' 47.148 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 916.00 0.000 0.000 0.000 917.00 0.864 0.432 0.432 918.00 1.042 0.953 1.385 919.00 1.221 1.131 2.516 920.00 1.389 1.305 3.821 921.00 1.532 1.460 5.282 922.00 1.742 1.637 6.919 923.00 2.151 1.947 8.866 924.00 2.538 2.344 11.210 925.00 3.114 2.826 14.036 926.00 4.204 3.659 17.695 927.00 10.146 7.175 24.870 928.00 11.470 10.808 35.678 929.00 11.470 11.470 47.148 Device Routing Invert Outlet Devices #1 Primary 916.00'60.0" Round Culvert L= 50.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 916.00' / 915.35' S= 0.0130 '/' Cc= 0.900 n= 0.012, Flow Area= 19.63 sf #2 Device 1 916.00'10.0' long Broad-Crested Rectangular Weir Head (feet) 0.50 1.00 1.50 2.00 2.50 3.00 4.00 5.00 Coef. (English) 2.64 2.68 2.65 2.64 2.64 2.64 2.64 2.64 #3 Secondary 921.20'36.0" Round Culvert L= 49.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 921.20' / 920.80' S= 0.0082 '/' Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #4 Tertiary 928.50'38.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 13HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Primary OutFlow Max=11.25 cfs @ 12.55 hrs HW=917.09' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 11.25 cfs @ 3.56 fps) 2=Broad-Crested Rectangular Weir (Passes 11.25 cfs of 30.47 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=916.00' TW=0.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.10 hrs HW=916.00' TW=0.00' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 14HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: SOUTH POND Elevation (feet) Surface (acres) Storage (acre-feet) 916.00 0.000 0.000 916.15 0.130 0.010 916.30 0.259 0.039 916.45 0.389 0.087 916.60 0.518 0.156 916.75 0.648 0.243 916.90 0.778 0.350 917.05 0.873 0.475 917.20 0.900 0.608 917.35 0.926 0.745 917.50 0.953 0.886 917.65 0.980 1.031 917.80 1.006 1.180 917.95 1.033 1.333 918.10 1.060 1.490 918.25 1.087 1.651 918.40 1.114 1.816 918.55 1.140 1.985 918.70 1.167 2.158 918.85 1.194 2.335 919.00 1.221 2.516 919.15 1.246 2.702 919.30 1.271 2.890 919.45 1.297 3.083 919.60 1.322 3.279 919.75 1.347 3.479 919.90 1.372 3.683 920.05 1.396 3.891 920.20 1.418 4.102 920.35 1.439 4.316 920.50 1.460 4.534 920.65 1.482 4.755 920.80 1.503 4.978 920.95 1.525 5.206 921.10 1.553 5.436 921.25 1.585 5.672 921.40 1.616 5.912 921.55 1.647 6.156 921.70 1.679 6.406 921.85 1.711 6.660 922.00 1.742 6.919 922.15 1.803 7.185 922.30 1.865 7.460 922.45 1.926 7.744 922.60 1.987 8.038 922.75 2.049 8.341 922.90 2.110 8.652 923.05 2.170 8.974 923.20 2.228 9.303 923.35 2.286 9.642 923.50 2.344 9.989 923.65 2.403 10.345 923.80 2.461 10.710 Elevation (feet) Surface (acres) Storage (acre-feet) 923.95 2.519 11.084 924.10 2.596 11.467 924.25 2.682 11.863 924.40 2.768 12.271 924.55 2.855 12.693 924.70 2.941 13.128 924.85 3.028 13.575 925.00 3.114 14.036 925.15 3.277 14.515 925.30 3.441 15.019 925.45 3.605 15.548 925.60 3.768 16.101 925.75 3.931 16.678 925.90 4.095 17.280 926.05 4.501 17.913 926.20 5.392 18.655 926.35 6.284 19.530 926.50 7.175 20.540 926.65 8.066 21.683 926.80 8.958 22.960 926.95 9.849 24.370 927.10 10.278 25.891 927.25 10.477 27.448 927.40 10.676 29.034 927.55 10.874 30.651 927.70 11.073 32.297 927.85 11.271 33.972 928.00 11.470 35.678 928.15 11.470 37.398 928.30 11.470 39.119 928.45 11.470 40.840 928.60 11.470 42.560 928.75 11.470 44.280 928.90 11.470 46.001 Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 15HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 2P: CB Inflow Area = 0.668 ac, 62.57% Impervious, Inflow Depth = 1.39" for 2 YEAR event Inflow = 1.48 cfs @ 12.01 hrs, Volume= 0.077 af Outflow = 1.48 cfs @ 12.01 hrs, Volume= 0.077 af, Atten= 0%, Lag= 0.0 min Primary = 1.48 cfs @ 12.01 hrs, Volume= 0.077 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 935.00' @ 0.10 hrs Surf.Area= 456 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 834.7 - 834.7 ) Volume Invert Avail.Storage Storage Description #1 935.00' 456 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 935.00 456 0 0 936.00 456 456 456 Device Routing Invert Outlet Devices #1 Primary 929.10'12.0" Round RCP_Round 12" L= 108.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 929.10' / 925.90' S= 0.0296 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 935.50'20.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 12.01 hrs HW=935.00' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 12" (Passes 0.00 cfs of 8.11 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=935.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 16HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: CB Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 935.00 456 0 935.01 456 5 935.02 456 9 935.03 456 14 935.04 456 18 935.05 456 23 935.06 456 27 935.07 456 32 935.08 456 36 935.09 456 41 935.10 456 46 935.11 456 50 935.12 456 55 935.13 456 59 935.14 456 64 935.15 456 68 935.16 456 73 935.17 456 78 935.18 456 82 935.19 456 87 935.20 456 91 935.21 456 96 935.22 456 100 935.23 456 105 935.24 456 109 935.25 456 114 935.26 456 119 935.27 456 123 935.28 456 128 935.29 456 132 935.30 456 137 935.31 456 141 935.32 456 146 935.33 456 150 935.34 456 155 935.35 456 160 935.36 456 164 935.37 456 169 935.38 456 173 935.39 456 178 935.40 456 182 935.41 456 187 935.42 456 192 935.43 456 196 935.44 456 201 935.45 456 205 935.46 456 210 935.47 456 214 935.48 456 219 935.49 456 223 935.50 456 228 935.51 456 233 935.52 456 237 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 935.53 456 242 935.54 456 246 935.55 456 251 935.56 456 255 935.57 456 260 935.58 456 264 935.59 456 269 935.60 456 274 935.61 456 278 935.62 456 283 935.63 456 287 935.64 456 292 935.65 456 296 935.66 456 301 935.67 456 306 935.68 456 310 935.69 456 315 935.70 456 319 935.71 456 324 935.72 456 328 935.73 456 333 935.74 456 337 935.75 456 342 935.76 456 347 935.77 456 351 935.78 456 356 935.79 456 360 935.80 456 365 935.81 456 369 935.82 456 374 935.83 456 378 935.84 456 383 935.85 456 388 935.86 456 392 935.87 456 397 935.88 456 401 935.89 456 406 935.90 456 410 935.91 456 415 935.92 456 420 935.93 456 424 935.94 456 429 935.95 456 433 935.96 456 438 935.97 456 442 935.98 456 447 935.99 456 451 936.00 456 456 Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 17HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 3P: CB Inflow Area = 0.616 ac, 13.80% Impervious, Inflow Depth = 0.47" for 2 YEAR event Inflow = 0.22 cfs @ 12.20 hrs, Volume= 0.024 af Outflow = 0.22 cfs @ 12.20 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Primary = 0.22 cfs @ 12.20 hrs, Volume= 0.024 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 934.00' @ 0.10 hrs Surf.Area= 4,519 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 916.6 - 916.6 ) Volume Invert Avail.Storage Storage Description #1 934.00' 4,519 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 934.00 4,519 0 0 935.00 4,519 4,519 4,519 Device Routing Invert Outlet Devices #1 Primary 928.40'15.0" Round RCP_Round 15" L= 12.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 928.40' / 928.20' S= 0.0167 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 934.40'16.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.00 cfs @ 12.20 hrs HW=934.00' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 0.00 cfs of 13.18 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=934.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 18HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: CB Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 934.00 4,519 0 934.01 4,519 45 934.02 4,519 90 934.03 4,519 136 934.04 4,519 181 934.05 4,519 226 934.06 4,519 271 934.07 4,519 316 934.08 4,519 362 934.09 4,519 407 934.10 4,519 452 934.11 4,519 497 934.12 4,519 542 934.13 4,519 587 934.14 4,519 633 934.15 4,519 678 934.16 4,519 723 934.17 4,519 768 934.18 4,519 813 934.19 4,519 859 934.20 4,519 904 934.21 4,519 949 934.22 4,519 994 934.23 4,519 1,039 934.24 4,519 1,085 934.25 4,519 1,130 934.26 4,519 1,175 934.27 4,519 1,220 934.28 4,519 1,265 934.29 4,519 1,311 934.30 4,519 1,356 934.31 4,519 1,401 934.32 4,519 1,446 934.33 4,519 1,491 934.34 4,519 1,536 934.35 4,519 1,582 934.36 4,519 1,627 934.37 4,519 1,672 934.38 4,519 1,717 934.39 4,519 1,762 934.40 4,519 1,808 934.41 4,519 1,853 934.42 4,519 1,898 934.43 4,519 1,943 934.44 4,519 1,988 934.45 4,519 2,034 934.46 4,519 2,079 934.47 4,519 2,124 934.48 4,519 2,169 934.49 4,519 2,214 934.50 4,519 2,260 934.51 4,519 2,305 934.52 4,519 2,350 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 934.53 4,519 2,395 934.54 4,519 2,440 934.55 4,519 2,485 934.56 4,519 2,531 934.57 4,519 2,576 934.58 4,519 2,621 934.59 4,519 2,666 934.60 4,519 2,711 934.61 4,519 2,757 934.62 4,519 2,802 934.63 4,519 2,847 934.64 4,519 2,892 934.65 4,519 2,937 934.66 4,519 2,983 934.67 4,519 3,028 934.68 4,519 3,073 934.69 4,519 3,118 934.70 4,519 3,163 934.71 4,519 3,208 934.72 4,519 3,254 934.73 4,519 3,299 934.74 4,519 3,344 934.75 4,519 3,389 934.76 4,519 3,434 934.77 4,519 3,480 934.78 4,519 3,525 934.79 4,519 3,570 934.80 4,519 3,615 934.81 4,519 3,660 934.82 4,519 3,706 934.83 4,519 3,751 934.84 4,519 3,796 934.85 4,519 3,841 934.86 4,519 3,886 934.87 4,519 3,932 934.88 4,519 3,977 934.89 4,519 4,022 934.90 4,519 4,067 934.91 4,519 4,112 934.92 4,519 4,157 934.93 4,519 4,203 934.94 4,519 4,248 934.95 4,519 4,293 934.96 4,519 4,338 934.97 4,519 4,383 934.98 4,519 4,429 934.99 4,519 4,474 935.00 4,519 4,519 Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 19HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 4P: INFILTRATION BASIN - WEST Inflow Area = 1.598 ac, 56.76% Impervious, Inflow Depth = 1.25" for 2 YEAR event Inflow = 3.09 cfs @ 12.02 hrs, Volume= 0.167 af Outflow = 1.18 cfs @ 12.17 hrs, Volume= 0.167 af, Atten= 62%, Lag= 8.9 min Discarded = 0.03 cfs @ 12.17 hrs, Volume= 0.086 af Primary = 1.15 cfs @ 12.17 hrs, Volume= 0.081 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 930.75' @ 12.17 hrs Surf.Area= 2,895 sf Storage= 2,743 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 458.5 min ( 1,301.1 - 842.6 ) Volume Invert Avail.Storage Storage Description #1 929.70' 3,467 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 929.70 1,967 0 0 930.00 2,572 681 681 931.00 3,000 2,786 3,467 Device Routing Invert Outlet Devices #1 Discarded 929.70'0.450 in/hr Infiltration over Surface area #2 Primary 930.60'8.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.03 cfs @ 12.17 hrs HW=930.75' (Free Discharge) 1=Infiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=1.15 cfs @ 12.17 hrs HW=930.75' TW=916.75' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 1.15 cfs @ 0.93 fps) Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 20HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 4P: INFILTRATION BASIN - WEST Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 929.70 1,967 0 929.72 2,007 40 929.74 2,048 80 929.76 2,088 122 929.78 2,128 164 929.80 2,169 207 929.82 2,209 251 929.84 2,249 295 929.86 2,290 341 929.88 2,330 387 929.90 2,370 434 929.92 2,411 482 929.94 2,451 530 929.96 2,491 580 929.98 2,532 630 930.00 2,572 681 930.02 2,581 732 930.04 2,589 784 930.06 2,598 836 930.08 2,606 888 930.10 2,615 940 930.12 2,623 993 930.14 2,632 1,045 930.16 2,640 1,098 930.18 2,649 1,151 930.20 2,658 1,204 930.22 2,666 1,257 930.24 2,675 1,310 930.26 2,683 1,364 930.28 2,692 1,418 930.30 2,700 1,472 930.32 2,709 1,526 930.34 2,718 1,580 930.36 2,726 1,635 930.38 2,735 1,689 930.40 2,743 1,744 930.42 2,752 1,799 930.44 2,760 1,854 930.46 2,769 1,909 930.48 2,777 1,965 930.50 2,786 2,020 930.52 2,795 2,076 930.54 2,803 2,132 930.56 2,812 2,188 930.58 2,820 2,245 930.60 2,829 2,301 930.62 2,837 2,358 930.64 2,846 2,415 930.66 2,854 2,472 930.68 2,863 2,529 930.70 2,872 2,586 930.72 2,880 2,644 930.74 2,889 2,701 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 930.76 2,897 2,759 930.78 2,906 2,817 930.80 2,914 2,875 930.82 2,923 2,934 930.84 2,932 2,992 930.86 2,940 3,051 930.88 2,949 3,110 930.90 2,957 3,169 930.92 2,966 3,228 930.94 2,974 3,288 930.96 2,983 3,347 930.98 2,991 3,407 931.00 3,000 3,467 Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 21HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: INFILTRATION BASIN - PARKING Inflow Area = 2.887 ac, 63.94% Impervious, Inflow Depth = 1.45" for 2 YEAR event Inflow = 6.47 cfs @ 12.02 hrs, Volume= 0.350 af Outflow = 5.22 cfs @ 12.08 hrs, Volume= 0.350 af, Atten= 19%, Lag= 3.7 min Discarded = 0.05 cfs @ 12.08 hrs, Volume= 0.092 af Primary = 5.17 cfs @ 12.08 hrs, Volume= 0.258 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 925.64' @ 12.08 hrs Surf.Area= 4,646 sf Storage= 3,795 cf Plug-Flow detention time= 174.2 min calculated for 0.350 af (100% of inflow) Center-of-Mass det. time= 174.4 min ( 1,006.5 - 832.1 ) Volume Invert Avail.Storage Storage Description #1 924.50' 5,631 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 924.50 1,850 0 0 925.00 3,267 1,279 1,279 926.00 5,436 4,352 5,631 Device Routing Invert Outlet Devices #1 Primary 925.20'7.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 924.50'0.450 in/hr Infiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 12.08 hrs HW=925.64' (Free Discharge) 2=Infiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=5.17 cfs @ 12.08 hrs HW=925.64' TW=921.11' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 5.17 cfs @ 1.69 fps) Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 22HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 5P: INFILTRATION BASIN - PARKING Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 924.50 1,850 0 924.52 1,907 38 924.54 1,963 76 924.56 2,020 116 924.58 2,077 157 924.60 2,133 199 924.62 2,190 242 924.64 2,247 287 924.66 2,303 332 924.68 2,360 379 924.70 2,417 427 924.72 2,473 476 924.74 2,530 526 924.76 2,587 577 924.78 2,644 629 924.80 2,700 683 924.82 2,757 737 924.84 2,814 793 924.86 2,870 850 924.88 2,927 908 924.90 2,984 967 924.92 3,040 1,027 924.94 3,097 1,088 924.96 3,154 1,151 924.98 3,210 1,214 925.00 3,267 1,279 925.02 3,310 1,345 925.04 3,354 1,412 925.06 3,397 1,479 925.08 3,441 1,548 925.10 3,484 1,617 925.12 3,527 1,687 925.14 3,571 1,758 925.16 3,614 1,830 925.18 3,657 1,902 925.20 3,701 1,976 925.22 3,744 2,050 925.24 3,788 2,126 925.26 3,831 2,202 925.28 3,874 2,279 925.30 3,918 2,357 925.32 3,961 2,436 925.34 4,004 2,515 925.36 4,048 2,596 925.38 4,091 2,677 925.40 4,135 2,760 925.42 4,178 2,843 925.44 4,221 2,927 925.46 4,265 3,012 925.48 4,308 3,097 925.50 4,352 3,184 925.52 4,395 3,271 925.54 4,438 3,360 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 925.56 4,482 3,449 925.58 4,525 3,539 925.60 4,568 3,630 925.62 4,612 3,722 925.64 4,655 3,814 925.66 4,699 3,908 925.68 4,742 4,002 925.70 4,785 4,098 925.72 4,829 4,194 925.74 4,872 4,291 925.76 4,915 4,389 925.78 4,959 4,487 925.80 5,002 4,587 925.82 5,046 4,687 925.84 5,089 4,789 925.86 5,132 4,891 925.88 5,176 4,994 925.90 5,219 5,098 925.92 5,262 5,203 925.94 5,306 5,308 925.96 5,349 5,415 925.98 5,393 5,522 926.00 5,436 5,631 Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 23HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 6P: INFILTRATION BASIN - EAST Inflow Area = 3.696 ac, 49.95% Impervious, Inflow Depth = 0.90" for 2 YEAR event Inflow = 5.40 cfs @ 12.08 hrs, Volume= 0.278 af Outflow = 0.12 cfs @ 16.95 hrs, Volume= 0.278 af, Atten= 98%, Lag= 292.2 min Discarded = 0.12 cfs @ 16.95 hrs, Volume= 0.278 af Primary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 921.68' @ 16.95 hrs Surf.Area= 11,367 sf Storage= 8,177 cf Plug-Flow detention time= 751.9 min calculated for 0.278 af (100% of inflow) Center-of-Mass det. time= 752.0 min ( 1,592.2 - 840.2 ) Volume Invert Avail.Storage Storage Description #1 920.90' 24,877 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.90 7,545 0 0 921.00 10,000 877 877 922.00 12,000 11,000 11,877 923.00 14,000 13,000 24,877 Device Routing Invert Outlet Devices #1 Discarded 920.90'0.450 in/hr Infiltration over Surface area #2 Primary 921.90'8.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.12 cfs @ 16.95 hrs HW=921.68' (Free Discharge) 1=Infiltration (Exfiltration Controls 0.12 cfs) Primary OutFlow Max=0.00 cfs @ 0.10 hrs HW=920.90' TW=916.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 24HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 6P: INFILTRATION BASIN - EAST Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 920.90 7,545 0 920.92 8,036 156 920.94 8,527 321 920.96 9,018 497 920.98 9,509 682 921.00 10,000 877 921.02 10,040 1,078 921.04 10,080 1,279 921.06 10,120 1,481 921.08 10,160 1,684 921.10 10,200 1,887 921.12 10,240 2,092 921.14 10,280 2,297 921.16 10,320 2,503 921.18 10,360 2,710 921.20 10,400 2,917 921.22 10,440 3,126 921.24 10,480 3,335 921.26 10,520 3,545 921.28 10,560 3,756 921.30 10,600 3,967 921.32 10,640 4,180 921.34 10,680 4,393 921.36 10,720 4,607 921.38 10,760 4,822 921.40 10,800 5,037 921.42 10,840 5,254 921.44 10,880 5,471 921.46 10,920 5,689 921.48 10,960 5,908 921.50 11,000 6,127 921.52 11,040 6,348 921.54 11,080 6,569 921.56 11,120 6,791 921.58 11,160 7,014 921.60 11,200 7,237 921.62 11,240 7,462 921.64 11,280 7,687 921.66 11,320 7,913 921.68 11,360 8,140 921.70 11,400 8,367 921.72 11,440 8,596 921.74 11,480 8,825 921.76 11,520 9,055 921.78 11,560 9,286 921.80 11,600 9,517 921.82 11,640 9,750 921.84 11,680 9,983 921.86 11,720 10,217 921.88 11,760 10,452 921.90 11,800 10,687 921.92 11,840 10,924 921.94 11,880 11,161 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 921.96 11,920 11,399 921.98 11,960 11,638 922.00 12,000 11,877 922.02 12,040 12,118 922.04 12,080 12,359 922.06 12,120 12,601 922.08 12,160 12,844 922.10 12,200 13,087 922.12 12,240 13,332 922.14 12,280 13,577 922.16 12,320 13,823 922.18 12,360 14,070 922.20 12,400 14,317 922.22 12,440 14,566 922.24 12,480 14,815 922.26 12,520 15,065 922.28 12,560 15,316 922.30 12,600 15,567 922.32 12,640 15,820 922.34 12,680 16,073 922.36 12,720 16,327 922.38 12,760 16,582 922.40 12,800 16,837 922.42 12,840 17,094 922.44 12,880 17,351 922.46 12,920 17,609 922.48 12,960 17,868 922.50 13,000 18,127 922.52 13,040 18,388 922.54 13,080 18,649 922.56 13,120 18,911 922.58 13,160 19,174 922.60 13,200 19,437 922.62 13,240 19,702 922.64 13,280 19,967 922.66 13,320 20,233 922.68 13,360 20,500 922.70 13,400 20,767 922.72 13,440 21,036 922.74 13,480 21,305 922.76 13,520 21,575 922.78 13,560 21,846 922.80 13,600 22,117 922.82 13,640 22,390 922.84 13,680 22,663 922.86 13,720 22,937 922.88 13,760 23,212 922.90 13,800 23,487 922.92 13,840 23,764 922.94 13,880 24,041 922.96 13,920 24,319 922.98 13,960 24,598 923.00 14,000 24,877 Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 25HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: TRACK Inflow Area = 3.383 ac, 35.44% Impervious, Inflow Depth = 0.81" for 2 YEAR event Inflow = 4.05 cfs @ 12.03 hrs, Volume= 0.228 af Outflow = 3.42 cfs @ 12.08 hrs, Volume= 0.228 af, Atten= 15%, Lag= 3.0 min Discarded = 0.19 cfs @ 11.85 hrs, Volume= 0.123 af Primary = 3.24 cfs @ 12.08 hrs, Volume= 0.105 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 927.03' @ 12.08 hrs Surf.Area= 40,258 sf Storage= 1,025 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 3.8 min ( 874.2 - 870.5 ) Volume Invert Avail.Storage Storage Description #1 927.00' 40,258 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 927.00 40,258 0 0 928.00 40,258 40,258 40,258 Device Routing Invert Outlet Devices #1 Primary 927.00'320.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 927.00'0.200 in/hr Infiltration over Surface area Discarded OutFlow Max=0.19 cfs @ 11.85 hrs HW=927.00' (Free Discharge) 2=Infiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=3.24 cfs @ 12.08 hrs HW=927.03' TW=916.57' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 3.24 cfs @ 0.40 fps) Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 26HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 7P: TRACK Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.00 40,258 0 927.01 40,258 403 927.02 40,258 805 927.03 40,258 1,208 927.04 40,258 1,610 927.05 40,258 2,013 927.06 40,258 2,415 927.07 40,258 2,818 927.08 40,258 3,221 927.09 40,258 3,623 927.10 40,258 4,026 927.11 40,258 4,428 927.12 40,258 4,831 927.13 40,258 5,234 927.14 40,258 5,636 927.15 40,258 6,039 927.16 40,258 6,441 927.17 40,258 6,844 927.18 40,258 7,246 927.19 40,258 7,649 927.20 40,258 8,052 927.21 40,258 8,454 927.22 40,258 8,857 927.23 40,258 9,259 927.24 40,258 9,662 927.25 40,258 10,065 927.26 40,258 10,467 927.27 40,258 10,870 927.28 40,258 11,272 927.29 40,258 11,675 927.30 40,258 12,077 927.31 40,258 12,480 927.32 40,258 12,883 927.33 40,258 13,285 927.34 40,258 13,688 927.35 40,258 14,090 927.36 40,258 14,493 927.37 40,258 14,895 927.38 40,258 15,298 927.39 40,258 15,701 927.40 40,258 16,103 927.41 40,258 16,506 927.42 40,258 16,908 927.43 40,258 17,311 927.44 40,258 17,714 927.45 40,258 18,116 927.46 40,258 18,519 927.47 40,258 18,921 927.48 40,258 19,324 927.49 40,258 19,726 927.50 40,258 20,129 927.51 40,258 20,532 927.52 40,258 20,934 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.53 40,258 21,337 927.54 40,258 21,739 927.55 40,258 22,142 927.56 40,258 22,544 927.57 40,258 22,947 927.58 40,258 23,350 927.59 40,258 23,752 927.60 40,258 24,155 927.61 40,258 24,557 927.62 40,258 24,960 927.63 40,258 25,363 927.64 40,258 25,765 927.65 40,258 26,168 927.66 40,258 26,570 927.67 40,258 26,973 927.68 40,258 27,375 927.69 40,258 27,778 927.70 40,258 28,181 927.71 40,258 28,583 927.72 40,258 28,986 927.73 40,258 29,388 927.74 40,258 29,791 927.75 40,258 30,194 927.76 40,258 30,596 927.77 40,258 30,999 927.78 40,258 31,401 927.79 40,258 31,804 927.80 40,258 32,206 927.81 40,258 32,609 927.82 40,258 33,012 927.83 40,258 33,414 927.84 40,258 33,817 927.85 40,258 34,219 927.86 40,258 34,622 927.87 40,258 35,024 927.88 40,258 35,427 927.89 40,258 35,830 927.90 40,258 36,232 927.91 40,258 36,635 927.92 40,258 37,037 927.93 40,258 37,440 927.94 40,258 37,843 927.95 40,258 38,245 927.96 40,258 38,648 927.97 40,258 39,050 927.98 40,258 39,453 927.99 40,258 39,855 928.00 40,258 40,258 Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 27HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Link 1L: North Inflow Area = 2.754 ac, 53.30% Impervious, Inflow Depth = 1.19" for 2 YEAR event Inflow = 2.94 cfs @ 12.06 hrs, Volume= 0.274 af Primary = 2.94 cfs @ 12.06 hrs, Volume= 0.274 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YEAR Rainfall=2.84"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 28HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Link 2L: East Inflow Area = 33.944 ac, 44.83% Impervious, Inflow Depth = 0.85" for 2 YEAR event Inflow = 12.98 cfs @ 12.47 hrs, Volume= 2.412 af Primary = 12.98 cfs @ 12.47 hrs, Volume= 2.412 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 29HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Runoff = 36.39 cfs @ 12.24 hrs, Volume= 3.509 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description 9.890 61 >75% Grass cover, Good, HSG B 9.753 98 Unconnected pavement, HSG B 19.643 79 Weighted Average 9.890 50.35% Pervious Area 9.753 49.65% Impervious Area 9.753 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 30HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Runoff = 4.64 cfs @ 12.18 hrs, Volume= 0.387 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description 1.050 98 Paved parking, HSG B 1.036 61 >75% Grass cover, Good, HSG B 2.086 80 Weighted Average 1.036 49.66% Pervious Area 1.050 50.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.9 200 0.0100 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 31HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P3: Runoff = 2.71 cfs @ 12.01 hrs, Volume= 0.143 af, Depth= 2.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description 0.250 61 >75% Grass cover, Good, HSG B 0.418 98 Paved parking, HSG B 0.668 84 Weighted Average 0.250 37.43% Pervious Area 0.418 62.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 89 0.0225 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 32HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P4: Runoff = 0.72 cfs @ 12.18 hrs, Volume= 0.063 af, Depth= 1.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description 0.531 61 >75% Grass cover, Good, HSG B 0.085 98 Paved parking, HSG B 0.616 66 Weighted Average 0.531 86.20% Pervious Area 0.085 13.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.6 257 0.0190 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 33HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P5: Runoff = 4.99 cfs @ 12.23 hrs, Volume= 0.481 af, Depth= 2.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description 0.541 61 >75% Grass cover, Good, HSG B 1.426 98 Paved parking, HSG B 1.967 88 Weighted Average 0.541 27.50% Pervious Area 1.426 72.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 34HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P6A: Runoff = 11.66 cfs @ 12.01 hrs, Volume= 0.639 af, Depth= 2.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description 1.041 61 >75% Grass cover, Good, HSG B 1.846 98 Paved parking, HSG B 2.887 85 Weighted Average 1.041 36.06% Pervious Area 1.846 63.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 35HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P6B: Runoff = 1.05 cfs @ 12.03 hrs, Volume= 0.062 af, Depth= 0.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description 0.809 61 >75% Grass cover, Good, HSG B 0.000 98 Paved parking, HSG B 0.809 61 Weighted Average 0.809 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 36HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P7: Runoff = 9.16 cfs @ 12.02 hrs, Volume= 0.496 af, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description 2.184 61 >75% Grass cover, Good, HSG B 1.199 98 Unconnected pavement, HSG B 3.383 74 Weighted Average 2.184 64.56% Pervious Area 1.199 35.44% Impervious Area 1.199 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 77 0.0130 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 37HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P8: Runoff = 5.87 cfs @ 12.02 hrs, Volume= 0.319 af, Depth= 2.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description 0.691 61 >75% Grass cover, Good, HSG B 0.907 98 Unconnected pavement, HSG B 1.598 82 Weighted Average 0.691 43.24% Pervious Area 0.907 56.76% Impervious Area 0.907 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 38HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P9: Area From City Runoff = 3.89 cfs @ 12.26 hrs, Volume= 0.392 af, Depth= 1.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22" Area (ac) CN Description * 3.041 71 3.041 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 39HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 1P: SOUTH POND Inflow Area = 31.361 ac, 43.70% Impervious, Inflow Depth = 1.79" for 10 YEAR event Inflow = 46.08 cfs @ 12.23 hrs, Volume= 4.671 af Outflow = 26.25 cfs @ 12.52 hrs, Volume= 4.672 af, Atten= 43%, Lag= 17.5 min Primary = 26.25 cfs @ 12.52 hrs, Volume= 4.672 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 917.77' @ 12.52 hrs Surf.Area= 1.002 ac Storage= 1.155 af Plug-Flow detention time= 32.3 min calculated for 4.671 af (100% of inflow) Center-of-Mass det. time= 32.8 min ( 878.5 - 845.7 ) Volume Invert Avail.Storage Storage Description #1 916.00' 47.148 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 916.00 0.000 0.000 0.000 917.00 0.864 0.432 0.432 918.00 1.042 0.953 1.385 919.00 1.221 1.131 2.516 920.00 1.389 1.305 3.821 921.00 1.532 1.460 5.282 922.00 1.742 1.637 6.919 923.00 2.151 1.947 8.866 924.00 2.538 2.344 11.210 925.00 3.114 2.826 14.036 926.00 4.204 3.659 17.695 927.00 10.146 7.175 24.870 928.00 11.470 10.808 35.678 929.00 11.470 11.470 47.148 Device Routing Invert Outlet Devices #1 Primary 916.00'60.0" Round Culvert L= 50.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 916.00' / 915.35' S= 0.0130 '/' Cc= 0.900 n= 0.012, Flow Area= 19.63 sf #2 Device 1 916.00'10.0' long Broad-Crested Rectangular Weir Head (feet) 0.50 1.00 1.50 2.00 2.50 3.00 4.00 5.00 Coef. (English) 2.64 2.68 2.65 2.64 2.64 2.64 2.64 2.64 #3 Secondary 921.20'36.0" Round Culvert L= 49.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 921.20' / 920.80' S= 0.0082 '/' Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #4 Tertiary 928.50'38.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 40HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Primary OutFlow Max=26.25 cfs @ 12.52 hrs HW=917.77' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 26.25 cfs @ 6.26 fps) 2=Broad-Crested Rectangular Weir (Passes 26.25 cfs of 62.52 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=916.00' TW=0.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.10 hrs HW=916.00' TW=0.00' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 41HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: SOUTH POND Elevation (feet) Surface (acres) Storage (acre-feet) 916.00 0.000 0.000 916.15 0.130 0.010 916.30 0.259 0.039 916.45 0.389 0.087 916.60 0.518 0.156 916.75 0.648 0.243 916.90 0.778 0.350 917.05 0.873 0.475 917.20 0.900 0.608 917.35 0.926 0.745 917.50 0.953 0.886 917.65 0.980 1.031 917.80 1.006 1.180 917.95 1.033 1.333 918.10 1.060 1.490 918.25 1.087 1.651 918.40 1.114 1.816 918.55 1.140 1.985 918.70 1.167 2.158 918.85 1.194 2.335 919.00 1.221 2.516 919.15 1.246 2.702 919.30 1.271 2.890 919.45 1.297 3.083 919.60 1.322 3.279 919.75 1.347 3.479 919.90 1.372 3.683 920.05 1.396 3.891 920.20 1.418 4.102 920.35 1.439 4.316 920.50 1.460 4.534 920.65 1.482 4.755 920.80 1.503 4.978 920.95 1.525 5.206 921.10 1.553 5.436 921.25 1.585 5.672 921.40 1.616 5.912 921.55 1.647 6.156 921.70 1.679 6.406 921.85 1.711 6.660 922.00 1.742 6.919 922.15 1.803 7.185 922.30 1.865 7.460 922.45 1.926 7.744 922.60 1.987 8.038 922.75 2.049 8.341 922.90 2.110 8.652 923.05 2.170 8.974 923.20 2.228 9.303 923.35 2.286 9.642 923.50 2.344 9.989 923.65 2.403 10.345 923.80 2.461 10.710 Elevation (feet) Surface (acres) Storage (acre-feet) 923.95 2.519 11.084 924.10 2.596 11.467 924.25 2.682 11.863 924.40 2.768 12.271 924.55 2.855 12.693 924.70 2.941 13.128 924.85 3.028 13.575 925.00 3.114 14.036 925.15 3.277 14.515 925.30 3.441 15.019 925.45 3.605 15.548 925.60 3.768 16.101 925.75 3.931 16.678 925.90 4.095 17.280 926.05 4.501 17.913 926.20 5.392 18.655 926.35 6.284 19.530 926.50 7.175 20.540 926.65 8.066 21.683 926.80 8.958 22.960 926.95 9.849 24.370 927.10 10.278 25.891 927.25 10.477 27.448 927.40 10.676 29.034 927.55 10.874 30.651 927.70 11.073 32.297 927.85 11.271 33.972 928.00 11.470 35.678 928.15 11.470 37.398 928.30 11.470 39.119 928.45 11.470 40.840 928.60 11.470 42.560 928.75 11.470 44.280 928.90 11.470 46.001 Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 42HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 2P: CB Inflow Area = 0.668 ac, 62.57% Impervious, Inflow Depth = 2.57" for 10 YEAR event Inflow = 2.71 cfs @ 12.01 hrs, Volume= 0.143 af Outflow = 2.71 cfs @ 12.01 hrs, Volume= 0.143 af, Atten= 0%, Lag= 0.0 min Primary = 2.71 cfs @ 12.01 hrs, Volume= 0.143 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 935.00' @ 0.10 hrs Surf.Area= 456 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 817.1 - 817.1 ) Volume Invert Avail.Storage Storage Description #1 935.00' 456 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 935.00 456 0 0 936.00 456 456 456 Device Routing Invert Outlet Devices #1 Primary 929.10'12.0" Round RCP_Round 12" L= 108.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 929.10' / 925.90' S= 0.0296 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 935.50'20.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 12.01 hrs HW=935.00' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 12" (Passes 0.00 cfs of 8.11 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=935.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 43HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: CB Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 935.00 456 0 935.01 456 5 935.02 456 9 935.03 456 14 935.04 456 18 935.05 456 23 935.06 456 27 935.07 456 32 935.08 456 36 935.09 456 41 935.10 456 46 935.11 456 50 935.12 456 55 935.13 456 59 935.14 456 64 935.15 456 68 935.16 456 73 935.17 456 78 935.18 456 82 935.19 456 87 935.20 456 91 935.21 456 96 935.22 456 100 935.23 456 105 935.24 456 109 935.25 456 114 935.26 456 119 935.27 456 123 935.28 456 128 935.29 456 132 935.30 456 137 935.31 456 141 935.32 456 146 935.33 456 150 935.34 456 155 935.35 456 160 935.36 456 164 935.37 456 169 935.38 456 173 935.39 456 178 935.40 456 182 935.41 456 187 935.42 456 192 935.43 456 196 935.44 456 201 935.45 456 205 935.46 456 210 935.47 456 214 935.48 456 219 935.49 456 223 935.50 456 228 935.51 456 233 935.52 456 237 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 935.53 456 242 935.54 456 246 935.55 456 251 935.56 456 255 935.57 456 260 935.58 456 264 935.59 456 269 935.60 456 274 935.61 456 278 935.62 456 283 935.63 456 287 935.64 456 292 935.65 456 296 935.66 456 301 935.67 456 306 935.68 456 310 935.69 456 315 935.70 456 319 935.71 456 324 935.72 456 328 935.73 456 333 935.74 456 337 935.75 456 342 935.76 456 347 935.77 456 351 935.78 456 356 935.79 456 360 935.80 456 365 935.81 456 369 935.82 456 374 935.83 456 378 935.84 456 383 935.85 456 388 935.86 456 392 935.87 456 397 935.88 456 401 935.89 456 406 935.90 456 410 935.91 456 415 935.92 456 420 935.93 456 424 935.94 456 429 935.95 456 433 935.96 456 438 935.97 456 442 935.98 456 447 935.99 456 451 936.00 456 456 Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 44HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 3P: CB Inflow Area = 0.616 ac, 13.80% Impervious, Inflow Depth = 1.22" for 10 YEAR event Inflow = 0.72 cfs @ 12.18 hrs, Volume= 0.063 af Outflow = 0.72 cfs @ 12.18 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Primary = 0.72 cfs @ 12.18 hrs, Volume= 0.063 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 934.00' @ 0.10 hrs Surf.Area= 4,519 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 881.2 - 881.2 ) Volume Invert Avail.Storage Storage Description #1 934.00' 4,519 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 934.00 4,519 0 0 935.00 4,519 4,519 4,519 Device Routing Invert Outlet Devices #1 Primary 928.40'15.0" Round RCP_Round 15" L= 12.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 928.40' / 928.20' S= 0.0167 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 934.40'16.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.00 cfs @ 12.18 hrs HW=934.00' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 0.00 cfs of 13.18 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=934.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 45HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: CB Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 934.00 4,519 0 934.01 4,519 45 934.02 4,519 90 934.03 4,519 136 934.04 4,519 181 934.05 4,519 226 934.06 4,519 271 934.07 4,519 316 934.08 4,519 362 934.09 4,519 407 934.10 4,519 452 934.11 4,519 497 934.12 4,519 542 934.13 4,519 587 934.14 4,519 633 934.15 4,519 678 934.16 4,519 723 934.17 4,519 768 934.18 4,519 813 934.19 4,519 859 934.20 4,519 904 934.21 4,519 949 934.22 4,519 994 934.23 4,519 1,039 934.24 4,519 1,085 934.25 4,519 1,130 934.26 4,519 1,175 934.27 4,519 1,220 934.28 4,519 1,265 934.29 4,519 1,311 934.30 4,519 1,356 934.31 4,519 1,401 934.32 4,519 1,446 934.33 4,519 1,491 934.34 4,519 1,536 934.35 4,519 1,582 934.36 4,519 1,627 934.37 4,519 1,672 934.38 4,519 1,717 934.39 4,519 1,762 934.40 4,519 1,808 934.41 4,519 1,853 934.42 4,519 1,898 934.43 4,519 1,943 934.44 4,519 1,988 934.45 4,519 2,034 934.46 4,519 2,079 934.47 4,519 2,124 934.48 4,519 2,169 934.49 4,519 2,214 934.50 4,519 2,260 934.51 4,519 2,305 934.52 4,519 2,350 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 934.53 4,519 2,395 934.54 4,519 2,440 934.55 4,519 2,485 934.56 4,519 2,531 934.57 4,519 2,576 934.58 4,519 2,621 934.59 4,519 2,666 934.60 4,519 2,711 934.61 4,519 2,757 934.62 4,519 2,802 934.63 4,519 2,847 934.64 4,519 2,892 934.65 4,519 2,937 934.66 4,519 2,983 934.67 4,519 3,028 934.68 4,519 3,073 934.69 4,519 3,118 934.70 4,519 3,163 934.71 4,519 3,208 934.72 4,519 3,254 934.73 4,519 3,299 934.74 4,519 3,344 934.75 4,519 3,389 934.76 4,519 3,434 934.77 4,519 3,480 934.78 4,519 3,525 934.79 4,519 3,570 934.80 4,519 3,615 934.81 4,519 3,660 934.82 4,519 3,706 934.83 4,519 3,751 934.84 4,519 3,796 934.85 4,519 3,841 934.86 4,519 3,886 934.87 4,519 3,932 934.88 4,519 3,977 934.89 4,519 4,022 934.90 4,519 4,067 934.91 4,519 4,112 934.92 4,519 4,157 934.93 4,519 4,203 934.94 4,519 4,248 934.95 4,519 4,293 934.96 4,519 4,338 934.97 4,519 4,383 934.98 4,519 4,429 934.99 4,519 4,474 935.00 4,519 4,519 Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 46HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 4P: INFILTRATION BASIN - WEST Inflow Area = 1.598 ac, 56.76% Impervious, Inflow Depth = 2.39" for 10 YEAR event Inflow = 5.87 cfs @ 12.02 hrs, Volume= 0.319 af Outflow = 5.66 cfs @ 12.05 hrs, Volume= 0.319 af, Atten= 4%, Lag= 2.1 min Discarded = 0.03 cfs @ 12.05 hrs, Volume= 0.091 af Primary = 5.63 cfs @ 12.05 hrs, Volume= 0.228 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 931.02' @ 12.05 hrs Surf.Area= 3,000 sf Storage= 3,467 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 248.5 min ( 1,072.7 - 824.1 ) Volume Invert Avail.Storage Storage Description #1 929.70' 3,467 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 929.70 1,967 0 0 930.00 2,572 681 681 931.00 3,000 2,786 3,467 Device Routing Invert Outlet Devices #1 Discarded 929.70'0.450 in/hr Infiltration over Surface area #2 Primary 930.60'8.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.03 cfs @ 12.05 hrs HW=931.02' (Free Discharge) 1=Infiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=5.62 cfs @ 12.05 hrs HW=931.02' TW=916.92' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 5.62 cfs @ 1.66 fps) Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 47HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 4P: INFILTRATION BASIN - WEST Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 929.70 1,967 0 929.72 2,007 40 929.74 2,048 80 929.76 2,088 122 929.78 2,128 164 929.80 2,169 207 929.82 2,209 251 929.84 2,249 295 929.86 2,290 341 929.88 2,330 387 929.90 2,370 434 929.92 2,411 482 929.94 2,451 530 929.96 2,491 580 929.98 2,532 630 930.00 2,572 681 930.02 2,581 732 930.04 2,589 784 930.06 2,598 836 930.08 2,606 888 930.10 2,615 940 930.12 2,623 993 930.14 2,632 1,045 930.16 2,640 1,098 930.18 2,649 1,151 930.20 2,658 1,204 930.22 2,666 1,257 930.24 2,675 1,310 930.26 2,683 1,364 930.28 2,692 1,418 930.30 2,700 1,472 930.32 2,709 1,526 930.34 2,718 1,580 930.36 2,726 1,635 930.38 2,735 1,689 930.40 2,743 1,744 930.42 2,752 1,799 930.44 2,760 1,854 930.46 2,769 1,909 930.48 2,777 1,965 930.50 2,786 2,020 930.52 2,795 2,076 930.54 2,803 2,132 930.56 2,812 2,188 930.58 2,820 2,245 930.60 2,829 2,301 930.62 2,837 2,358 930.64 2,846 2,415 930.66 2,854 2,472 930.68 2,863 2,529 930.70 2,872 2,586 930.72 2,880 2,644 930.74 2,889 2,701 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 930.76 2,897 2,759 930.78 2,906 2,817 930.80 2,914 2,875 930.82 2,923 2,934 930.84 2,932 2,992 930.86 2,940 3,051 930.88 2,949 3,110 930.90 2,957 3,169 930.92 2,966 3,228 930.94 2,974 3,288 930.96 2,983 3,347 930.98 2,991 3,407 931.00 3,000 3,467 931.02 3,000 3,467 Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 48HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: INFILTRATION BASIN - PARKING Inflow Area = 2.887 ac, 63.94% Impervious, Inflow Depth = 2.66" for 10 YEAR event Inflow = 11.66 cfs @ 12.01 hrs, Volume= 0.639 af Outflow = 10.31 cfs @ 12.06 hrs, Volume= 0.639 af, Atten= 12%, Lag= 2.8 min Discarded = 0.05 cfs @ 12.06 hrs, Volume= 0.099 af Primary = 10.26 cfs @ 12.06 hrs, Volume= 0.540 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 925.87' @ 12.06 hrs Surf.Area= 5,149 sf Storage= 4,930 cf Plug-Flow detention time= 103.6 min calculated for 0.639 af (100% of inflow) Center-of-Mass det. time= 103.8 min ( 918.7 - 814.9 ) Volume Invert Avail.Storage Storage Description #1 924.50' 5,631 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 924.50 1,850 0 0 925.00 3,267 1,279 1,279 926.00 5,436 4,352 5,631 Device Routing Invert Outlet Devices #1 Primary 925.20'7.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 924.50'0.450 in/hr Infiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 12.06 hrs HW=925.87' (Free Discharge) 2=Infiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=10.26 cfs @ 12.06 hrs HW=925.87' TW=921.55' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 10.26 cfs @ 2.19 fps) Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 49HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 5P: INFILTRATION BASIN - PARKING Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 924.50 1,850 0 924.52 1,907 38 924.54 1,963 76 924.56 2,020 116 924.58 2,077 157 924.60 2,133 199 924.62 2,190 242 924.64 2,247 287 924.66 2,303 332 924.68 2,360 379 924.70 2,417 427 924.72 2,473 476 924.74 2,530 526 924.76 2,587 577 924.78 2,644 629 924.80 2,700 683 924.82 2,757 737 924.84 2,814 793 924.86 2,870 850 924.88 2,927 908 924.90 2,984 967 924.92 3,040 1,027 924.94 3,097 1,088 924.96 3,154 1,151 924.98 3,210 1,214 925.00 3,267 1,279 925.02 3,310 1,345 925.04 3,354 1,412 925.06 3,397 1,479 925.08 3,441 1,548 925.10 3,484 1,617 925.12 3,527 1,687 925.14 3,571 1,758 925.16 3,614 1,830 925.18 3,657 1,902 925.20 3,701 1,976 925.22 3,744 2,050 925.24 3,788 2,126 925.26 3,831 2,202 925.28 3,874 2,279 925.30 3,918 2,357 925.32 3,961 2,436 925.34 4,004 2,515 925.36 4,048 2,596 925.38 4,091 2,677 925.40 4,135 2,760 925.42 4,178 2,843 925.44 4,221 2,927 925.46 4,265 3,012 925.48 4,308 3,097 925.50 4,352 3,184 925.52 4,395 3,271 925.54 4,438 3,360 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 925.56 4,482 3,449 925.58 4,525 3,539 925.60 4,568 3,630 925.62 4,612 3,722 925.64 4,655 3,814 925.66 4,699 3,908 925.68 4,742 4,002 925.70 4,785 4,098 925.72 4,829 4,194 925.74 4,872 4,291 925.76 4,915 4,389 925.78 4,959 4,487 925.80 5,002 4,587 925.82 5,046 4,687 925.84 5,089 4,789 925.86 5,132 4,891 925.88 5,176 4,994 925.90 5,219 5,098 925.92 5,262 5,203 925.94 5,306 5,308 925.96 5,349 5,415 925.98 5,393 5,522 926.00 5,436 5,631 Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 50HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 6P: INFILTRATION BASIN - EAST Inflow Area = 3.696 ac, 49.95% Impervious, Inflow Depth = 1.96" for 10 YEAR event Inflow = 11.26 cfs @ 12.06 hrs, Volume= 0.603 af Outflow = 1.74 cfs @ 12.51 hrs, Volume= 0.603 af, Atten= 85%, Lag= 26.9 min Discarded = 0.13 cfs @ 12.51 hrs, Volume= 0.373 af Primary = 1.62 cfs @ 12.51 hrs, Volume= 0.230 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 922.09' @ 12.51 hrs Surf.Area= 12,186 sf Storage= 13,005 cf Plug-Flow detention time= 621.9 min calculated for 0.603 af (100% of inflow) Center-of-Mass det. time= 622.1 min ( 1,451.9 - 829.8 ) Volume Invert Avail.Storage Storage Description #1 920.90' 24,877 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.90 7,545 0 0 921.00 10,000 877 877 922.00 12,000 11,000 11,877 923.00 14,000 13,000 24,877 Device Routing Invert Outlet Devices #1 Discarded 920.90'0.450 in/hr Infiltration over Surface area #2 Primary 921.90'8.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.13 cfs @ 12.51 hrs HW=922.09' (Free Discharge) 1=Infiltration (Exfiltration Controls 0.13 cfs) Primary OutFlow Max=1.62 cfs @ 12.51 hrs HW=922.09' TW=917.77' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 1.62 cfs @ 1.05 fps) Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 51HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 6P: INFILTRATION BASIN - EAST Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 920.90 7,545 0 920.92 8,036 156 920.94 8,527 321 920.96 9,018 497 920.98 9,509 682 921.00 10,000 877 921.02 10,040 1,078 921.04 10,080 1,279 921.06 10,120 1,481 921.08 10,160 1,684 921.10 10,200 1,887 921.12 10,240 2,092 921.14 10,280 2,297 921.16 10,320 2,503 921.18 10,360 2,710 921.20 10,400 2,917 921.22 10,440 3,126 921.24 10,480 3,335 921.26 10,520 3,545 921.28 10,560 3,756 921.30 10,600 3,967 921.32 10,640 4,180 921.34 10,680 4,393 921.36 10,720 4,607 921.38 10,760 4,822 921.40 10,800 5,037 921.42 10,840 5,254 921.44 10,880 5,471 921.46 10,920 5,689 921.48 10,960 5,908 921.50 11,000 6,127 921.52 11,040 6,348 921.54 11,080 6,569 921.56 11,120 6,791 921.58 11,160 7,014 921.60 11,200 7,237 921.62 11,240 7,462 921.64 11,280 7,687 921.66 11,320 7,913 921.68 11,360 8,140 921.70 11,400 8,367 921.72 11,440 8,596 921.74 11,480 8,825 921.76 11,520 9,055 921.78 11,560 9,286 921.80 11,600 9,517 921.82 11,640 9,750 921.84 11,680 9,983 921.86 11,720 10,217 921.88 11,760 10,452 921.90 11,800 10,687 921.92 11,840 10,924 921.94 11,880 11,161 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 921.96 11,920 11,399 921.98 11,960 11,638 922.00 12,000 11,877 922.02 12,040 12,118 922.04 12,080 12,359 922.06 12,120 12,601 922.08 12,160 12,844 922.10 12,200 13,087 922.12 12,240 13,332 922.14 12,280 13,577 922.16 12,320 13,823 922.18 12,360 14,070 922.20 12,400 14,317 922.22 12,440 14,566 922.24 12,480 14,815 922.26 12,520 15,065 922.28 12,560 15,316 922.30 12,600 15,567 922.32 12,640 15,820 922.34 12,680 16,073 922.36 12,720 16,327 922.38 12,760 16,582 922.40 12,800 16,837 922.42 12,840 17,094 922.44 12,880 17,351 922.46 12,920 17,609 922.48 12,960 17,868 922.50 13,000 18,127 922.52 13,040 18,388 922.54 13,080 18,649 922.56 13,120 18,911 922.58 13,160 19,174 922.60 13,200 19,437 922.62 13,240 19,702 922.64 13,280 19,967 922.66 13,320 20,233 922.68 13,360 20,500 922.70 13,400 20,767 922.72 13,440 21,036 922.74 13,480 21,305 922.76 13,520 21,575 922.78 13,560 21,846 922.80 13,600 22,117 922.82 13,640 22,390 922.84 13,680 22,663 922.86 13,720 22,937 922.88 13,760 23,212 922.90 13,800 23,487 922.92 13,840 23,764 922.94 13,880 24,041 922.96 13,920 24,319 922.98 13,960 24,598 923.00 14,000 24,877 Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 52HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: TRACK Inflow Area = 3.383 ac, 35.44% Impervious, Inflow Depth = 1.76" for 10 YEAR event Inflow = 9.16 cfs @ 12.02 hrs, Volume= 0.496 af Outflow = 8.38 cfs @ 12.06 hrs, Volume= 0.496 af, Atten= 8%, Lag= 2.3 min Discarded = 0.19 cfs @ 11.68 hrs, Volume= 0.184 af Primary = 8.19 cfs @ 12.06 hrs, Volume= 0.312 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 927.05' @ 12.06 hrs Surf.Area= 40,258 sf Storage= 1,903 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.4 min ( 850.9 - 846.5 ) Volume Invert Avail.Storage Storage Description #1 927.00' 40,258 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 927.00 40,258 0 0 928.00 40,258 40,258 40,258 Device Routing Invert Outlet Devices #1 Primary 927.00'320.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 927.00'0.200 in/hr Infiltration over Surface area Discarded OutFlow Max=0.19 cfs @ 11.68 hrs HW=927.00' (Free Discharge) 2=Infiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=8.19 cfs @ 12.06 hrs HW=927.05' TW=916.94' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 8.19 cfs @ 0.54 fps) Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 53HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 7P: TRACK Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.00 40,258 0 927.01 40,258 403 927.02 40,258 805 927.03 40,258 1,208 927.04 40,258 1,610 927.05 40,258 2,013 927.06 40,258 2,415 927.07 40,258 2,818 927.08 40,258 3,221 927.09 40,258 3,623 927.10 40,258 4,026 927.11 40,258 4,428 927.12 40,258 4,831 927.13 40,258 5,234 927.14 40,258 5,636 927.15 40,258 6,039 927.16 40,258 6,441 927.17 40,258 6,844 927.18 40,258 7,246 927.19 40,258 7,649 927.20 40,258 8,052 927.21 40,258 8,454 927.22 40,258 8,857 927.23 40,258 9,259 927.24 40,258 9,662 927.25 40,258 10,065 927.26 40,258 10,467 927.27 40,258 10,870 927.28 40,258 11,272 927.29 40,258 11,675 927.30 40,258 12,077 927.31 40,258 12,480 927.32 40,258 12,883 927.33 40,258 13,285 927.34 40,258 13,688 927.35 40,258 14,090 927.36 40,258 14,493 927.37 40,258 14,895 927.38 40,258 15,298 927.39 40,258 15,701 927.40 40,258 16,103 927.41 40,258 16,506 927.42 40,258 16,908 927.43 40,258 17,311 927.44 40,258 17,714 927.45 40,258 18,116 927.46 40,258 18,519 927.47 40,258 18,921 927.48 40,258 19,324 927.49 40,258 19,726 927.50 40,258 20,129 927.51 40,258 20,532 927.52 40,258 20,934 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.53 40,258 21,337 927.54 40,258 21,739 927.55 40,258 22,142 927.56 40,258 22,544 927.57 40,258 22,947 927.58 40,258 23,350 927.59 40,258 23,752 927.60 40,258 24,155 927.61 40,258 24,557 927.62 40,258 24,960 927.63 40,258 25,363 927.64 40,258 25,765 927.65 40,258 26,168 927.66 40,258 26,570 927.67 40,258 26,973 927.68 40,258 27,375 927.69 40,258 27,778 927.70 40,258 28,181 927.71 40,258 28,583 927.72 40,258 28,986 927.73 40,258 29,388 927.74 40,258 29,791 927.75 40,258 30,194 927.76 40,258 30,596 927.77 40,258 30,999 927.78 40,258 31,401 927.79 40,258 31,804 927.80 40,258 32,206 927.81 40,258 32,609 927.82 40,258 33,012 927.83 40,258 33,414 927.84 40,258 33,817 927.85 40,258 34,219 927.86 40,258 34,622 927.87 40,258 35,024 927.88 40,258 35,427 927.89 40,258 35,830 927.90 40,258 36,232 927.91 40,258 36,635 927.92 40,258 37,037 927.93 40,258 37,440 927.94 40,258 37,843 927.95 40,258 38,245 927.96 40,258 38,648 927.97 40,258 39,050 927.98 40,258 39,453 927.99 40,258 39,855 928.00 40,258 40,258 Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 54HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Link 1L: North Inflow Area = 2.754 ac, 53.30% Impervious, Inflow Depth = 2.31" for 10 YEAR event Inflow = 5.84 cfs @ 12.06 hrs, Volume= 0.530 af Primary = 5.84 cfs @ 12.06 hrs, Volume= 0.530 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YEAR Rainfall=4.22"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 55HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Link 2L: East Inflow Area = 33.944 ac, 44.83% Impervious, Inflow Depth = 1.84" for 10 YEAR event Inflow = 29.50 cfs @ 12.46 hrs, Volume= 5.216 af Primary = 29.50 cfs @ 12.46 hrs, Volume= 5.216 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 56HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Runoff = 76.19 cfs @ 12.23 hrs, Volume= 7.310 af, Depth= 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description 9.890 61 >75% Grass cover, Good, HSG B 9.753 98 Unconnected pavement, HSG B 19.643 79 Weighted Average 9.890 50.35% Pervious Area 9.753 49.65% Impervious Area 9.753 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 57HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Runoff = 9.50 cfs @ 12.16 hrs, Volume= 0.795 af, Depth= 4.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description 1.050 98 Paved parking, HSG B 1.036 61 >75% Grass cover, Good, HSG B 2.086 80 Weighted Average 1.036 49.66% Pervious Area 1.050 50.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.9 200 0.0100 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 58HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P3: Runoff = 5.13 cfs @ 12.00 hrs, Volume= 0.279 af, Depth= 5.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description 0.250 61 >75% Grass cover, Good, HSG B 0.418 98 Paved parking, HSG B 0.668 84 Weighted Average 0.250 37.43% Pervious Area 0.418 62.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 89 0.0225 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 59HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P4: Runoff = 1.96 cfs @ 12.16 hrs, Volume= 0.159 af, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description 0.531 61 >75% Grass cover, Good, HSG B 0.085 98 Paved parking, HSG B 0.616 66 Weighted Average 0.531 86.20% Pervious Area 0.085 13.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.6 257 0.0190 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 60HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P5: Runoff = 9.09 cfs @ 12.23 hrs, Volume= 0.896 af, Depth= 5.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description 0.541 61 >75% Grass cover, Good, HSG B 1.426 98 Paved parking, HSG B 1.967 88 Weighted Average 0.541 27.50% Pervious Area 1.426 72.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 61HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P6A: Runoff = 21.83 cfs @ 12.01 hrs, Volume= 1.234 af, Depth= 5.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description 1.041 61 >75% Grass cover, Good, HSG B 1.846 98 Paved parking, HSG B 2.887 85 Weighted Average 1.041 36.06% Pervious Area 1.846 63.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 62HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P6B: Runoff = 3.23 cfs @ 12.02 hrs, Volume= 0.176 af, Depth= 2.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description 0.809 61 >75% Grass cover, Good, HSG B 0.000 98 Paved parking, HSG B 0.809 61 Weighted Average 0.809 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 63HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P7: Runoff = 20.38 cfs @ 12.02 hrs, Volume= 1.108 af, Depth= 3.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description 2.184 61 >75% Grass cover, Good, HSG B 1.199 98 Unconnected pavement, HSG B 3.383 74 Weighted Average 2.184 64.56% Pervious Area 1.199 35.44% Impervious Area 1.199 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 77 0.0130 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 64HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P8: Runoff = 11.47 cfs @ 12.01 hrs, Volume= 0.638 af, Depth= 4.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description 0.691 61 >75% Grass cover, Good, HSG B 0.907 98 Unconnected pavement, HSG B 1.598 82 Weighted Average 0.691 43.24% Pervious Area 0.907 56.76% Impervious Area 0.907 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 65HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment P9: Area From City Runoff = 9.52 cfs @ 12.24 hrs, Volume= 0.916 af, Depth= 3.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87" Area (ac) CN Description * 3.041 71 3.041 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 66HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 1P: SOUTH POND Inflow Area = 31.361 ac, 43.70% Impervious, Inflow Depth = 4.03" for 100 YEAR event Inflow = 109.12 cfs @ 12.20 hrs, Volume= 10.544 af Outflow = 65.57 cfs @ 12.46 hrs, Volume= 10.545 af, Atten= 40%, Lag= 16.1 min Primary = 65.57 cfs @ 12.46 hrs, Volume= 10.545 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 919.08' @ 12.46 hrs Surf.Area= 1.234 ac Storage= 2.611 af Plug-Flow detention time= 31.1 min calculated for 10.543 af (100% of inflow) Center-of-Mass det. time= 31.3 min ( 858.9 - 827.6 ) Volume Invert Avail.Storage Storage Description #1 916.00' 47.148 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 916.00 0.000 0.000 0.000 917.00 0.864 0.432 0.432 918.00 1.042 0.953 1.385 919.00 1.221 1.131 2.516 920.00 1.389 1.305 3.821 921.00 1.532 1.460 5.282 922.00 1.742 1.637 6.919 923.00 2.151 1.947 8.866 924.00 2.538 2.344 11.210 925.00 3.114 2.826 14.036 926.00 4.204 3.659 17.695 927.00 10.146 7.175 24.870 928.00 11.470 10.808 35.678 929.00 11.470 11.470 47.148 Device Routing Invert Outlet Devices #1 Primary 916.00'60.0" Round Culvert L= 50.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 916.00' / 915.35' S= 0.0130 '/' Cc= 0.900 n= 0.012, Flow Area= 19.63 sf #2 Device 1 916.00'10.0' long Broad-Crested Rectangular Weir Head (feet) 0.50 1.00 1.50 2.00 2.50 3.00 4.00 5.00 Coef. (English) 2.64 2.68 2.65 2.64 2.64 2.64 2.64 2.64 #3 Secondary 921.20'36.0" Round Culvert L= 49.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 921.20' / 920.80' S= 0.0082 '/' Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #4 Tertiary 928.50'38.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 67HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Primary OutFlow Max=65.57 cfs @ 12.46 hrs HW=919.08' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 65.57 cfs @ 7.40 fps) 2=Broad-Crested Rectangular Weir (Passes 65.57 cfs of 142.49 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=916.00' TW=0.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.10 hrs HW=916.00' TW=0.00' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 68HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: SOUTH POND Elevation (feet) Surface (acres) Storage (acre-feet) 916.00 0.000 0.000 916.15 0.130 0.010 916.30 0.259 0.039 916.45 0.389 0.087 916.60 0.518 0.156 916.75 0.648 0.243 916.90 0.778 0.350 917.05 0.873 0.475 917.20 0.900 0.608 917.35 0.926 0.745 917.50 0.953 0.886 917.65 0.980 1.031 917.80 1.006 1.180 917.95 1.033 1.333 918.10 1.060 1.490 918.25 1.087 1.651 918.40 1.114 1.816 918.55 1.140 1.985 918.70 1.167 2.158 918.85 1.194 2.335 919.00 1.221 2.516 919.15 1.246 2.702 919.30 1.271 2.890 919.45 1.297 3.083 919.60 1.322 3.279 919.75 1.347 3.479 919.90 1.372 3.683 920.05 1.396 3.891 920.20 1.418 4.102 920.35 1.439 4.316 920.50 1.460 4.534 920.65 1.482 4.755 920.80 1.503 4.978 920.95 1.525 5.206 921.10 1.553 5.436 921.25 1.585 5.672 921.40 1.616 5.912 921.55 1.647 6.156 921.70 1.679 6.406 921.85 1.711 6.660 922.00 1.742 6.919 922.15 1.803 7.185 922.30 1.865 7.460 922.45 1.926 7.744 922.60 1.987 8.038 922.75 2.049 8.341 922.90 2.110 8.652 923.05 2.170 8.974 923.20 2.228 9.303 923.35 2.286 9.642 923.50 2.344 9.989 923.65 2.403 10.345 923.80 2.461 10.710 Elevation (feet) Surface (acres) Storage (acre-feet) 923.95 2.519 11.084 924.10 2.596 11.467 924.25 2.682 11.863 924.40 2.768 12.271 924.55 2.855 12.693 924.70 2.941 13.128 924.85 3.028 13.575 925.00 3.114 14.036 925.15 3.277 14.515 925.30 3.441 15.019 925.45 3.605 15.548 925.60 3.768 16.101 925.75 3.931 16.678 925.90 4.095 17.280 926.05 4.501 17.913 926.20 5.392 18.655 926.35 6.284 19.530 926.50 7.175 20.540 926.65 8.066 21.683 926.80 8.958 22.960 926.95 9.849 24.370 927.10 10.278 25.891 927.25 10.477 27.448 927.40 10.676 29.034 927.55 10.874 30.651 927.70 11.073 32.297 927.85 11.271 33.972 928.00 11.470 35.678 928.15 11.470 37.398 928.30 11.470 39.119 928.45 11.470 40.840 928.60 11.470 42.560 928.75 11.470 44.280 928.90 11.470 46.001 Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 69HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 2P: CB Inflow Area = 0.668 ac, 62.57% Impervious, Inflow Depth = 5.02" for 100 YEAR event Inflow = 5.13 cfs @ 12.00 hrs, Volume= 0.279 af Outflow = 5.13 cfs @ 12.00 hrs, Volume= 0.279 af, Atten= 0%, Lag= 0.0 min Primary = 5.13 cfs @ 12.00 hrs, Volume= 0.279 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 935.00' @ 12.00 hrs Surf.Area= 456 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 798.1 - 798.1 ) Volume Invert Avail.Storage Storage Description #1 935.00' 456 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 935.00 456 0 0 936.00 456 456 456 Device Routing Invert Outlet Devices #1 Primary 929.10'12.0" Round RCP_Round 12" L= 108.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 929.10' / 925.90' S= 0.0296 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 935.50'20.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=8.11 cfs @ 12.00 hrs HW=935.00' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 12" (Barrel Controls 8.11 cfs @ 10.33 fps) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=935.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 70HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: CB Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 935.00 456 0 935.01 456 5 935.02 456 9 935.03 456 14 935.04 456 18 935.05 456 23 935.06 456 27 935.07 456 32 935.08 456 36 935.09 456 41 935.10 456 46 935.11 456 50 935.12 456 55 935.13 456 59 935.14 456 64 935.15 456 68 935.16 456 73 935.17 456 78 935.18 456 82 935.19 456 87 935.20 456 91 935.21 456 96 935.22 456 100 935.23 456 105 935.24 456 109 935.25 456 114 935.26 456 119 935.27 456 123 935.28 456 128 935.29 456 132 935.30 456 137 935.31 456 141 935.32 456 146 935.33 456 150 935.34 456 155 935.35 456 160 935.36 456 164 935.37 456 169 935.38 456 173 935.39 456 178 935.40 456 182 935.41 456 187 935.42 456 192 935.43 456 196 935.44 456 201 935.45 456 205 935.46 456 210 935.47 456 214 935.48 456 219 935.49 456 223 935.50 456 228 935.51 456 233 935.52 456 237 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 935.53 456 242 935.54 456 246 935.55 456 251 935.56 456 255 935.57 456 260 935.58 456 264 935.59 456 269 935.60 456 274 935.61 456 278 935.62 456 283 935.63 456 287 935.64 456 292 935.65 456 296 935.66 456 301 935.67 456 306 935.68 456 310 935.69 456 315 935.70 456 319 935.71 456 324 935.72 456 328 935.73 456 333 935.74 456 337 935.75 456 342 935.76 456 347 935.77 456 351 935.78 456 356 935.79 456 360 935.80 456 365 935.81 456 369 935.82 456 374 935.83 456 378 935.84 456 383 935.85 456 388 935.86 456 392 935.87 456 397 935.88 456 401 935.89 456 406 935.90 456 410 935.91 456 415 935.92 456 420 935.93 456 424 935.94 456 429 935.95 456 433 935.96 456 438 935.97 456 442 935.98 456 447 935.99 456 451 936.00 456 456 Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 71HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 3P: CB Inflow Area = 0.616 ac, 13.80% Impervious, Inflow Depth = 3.10" for 100 YEAR event Inflow = 1.96 cfs @ 12.16 hrs, Volume= 0.159 af Outflow = 1.96 cfs @ 12.16 hrs, Volume= 0.159 af, Atten= 0%, Lag= 0.0 min Primary = 1.96 cfs @ 12.16 hrs, Volume= 0.159 af Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 934.00' @ 0.10 hrs Surf.Area= 4,519 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 852.8 - 852.8 ) Volume Invert Avail.Storage Storage Description #1 934.00' 4,519 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 934.00 4,519 0 0 935.00 4,519 4,519 4,519 Device Routing Invert Outlet Devices #1 Primary 928.40'15.0" Round RCP_Round 15" L= 12.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 928.40' / 928.20' S= 0.0167 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 934.40'16.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.00 cfs @ 12.16 hrs HW=934.00' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 0.00 cfs of 13.18 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=934.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 72HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: CB Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 934.00 4,519 0 934.01 4,519 45 934.02 4,519 90 934.03 4,519 136 934.04 4,519 181 934.05 4,519 226 934.06 4,519 271 934.07 4,519 316 934.08 4,519 362 934.09 4,519 407 934.10 4,519 452 934.11 4,519 497 934.12 4,519 542 934.13 4,519 587 934.14 4,519 633 934.15 4,519 678 934.16 4,519 723 934.17 4,519 768 934.18 4,519 813 934.19 4,519 859 934.20 4,519 904 934.21 4,519 949 934.22 4,519 994 934.23 4,519 1,039 934.24 4,519 1,085 934.25 4,519 1,130 934.26 4,519 1,175 934.27 4,519 1,220 934.28 4,519 1,265 934.29 4,519 1,311 934.30 4,519 1,356 934.31 4,519 1,401 934.32 4,519 1,446 934.33 4,519 1,491 934.34 4,519 1,536 934.35 4,519 1,582 934.36 4,519 1,627 934.37 4,519 1,672 934.38 4,519 1,717 934.39 4,519 1,762 934.40 4,519 1,808 934.41 4,519 1,853 934.42 4,519 1,898 934.43 4,519 1,943 934.44 4,519 1,988 934.45 4,519 2,034 934.46 4,519 2,079 934.47 4,519 2,124 934.48 4,519 2,169 934.49 4,519 2,214 934.50 4,519 2,260 934.51 4,519 2,305 934.52 4,519 2,350 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 934.53 4,519 2,395 934.54 4,519 2,440 934.55 4,519 2,485 934.56 4,519 2,531 934.57 4,519 2,576 934.58 4,519 2,621 934.59 4,519 2,666 934.60 4,519 2,711 934.61 4,519 2,757 934.62 4,519 2,802 934.63 4,519 2,847 934.64 4,519 2,892 934.65 4,519 2,937 934.66 4,519 2,983 934.67 4,519 3,028 934.68 4,519 3,073 934.69 4,519 3,118 934.70 4,519 3,163 934.71 4,519 3,208 934.72 4,519 3,254 934.73 4,519 3,299 934.74 4,519 3,344 934.75 4,519 3,389 934.76 4,519 3,434 934.77 4,519 3,480 934.78 4,519 3,525 934.79 4,519 3,570 934.80 4,519 3,615 934.81 4,519 3,660 934.82 4,519 3,706 934.83 4,519 3,751 934.84 4,519 3,796 934.85 4,519 3,841 934.86 4,519 3,886 934.87 4,519 3,932 934.88 4,519 3,977 934.89 4,519 4,022 934.90 4,519 4,067 934.91 4,519 4,112 934.92 4,519 4,157 934.93 4,519 4,203 934.94 4,519 4,248 934.95 4,519 4,293 934.96 4,519 4,338 934.97 4,519 4,383 934.98 4,519 4,429 934.99 4,519 4,474 935.00 4,519 4,519 Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 73HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 4P: INFILTRATION BASIN - WEST Inflow Area = 1.598 ac, 56.76% Impervious, Inflow Depth = 4.79" for 100 YEAR event Inflow = 11.47 cfs @ 12.01 hrs, Volume= 0.638 af Outflow = 11.67 cfs @ 12.02 hrs, Volume= 0.638 af, Atten= 0%, Lag= 0.4 min Discarded = 0.03 cfs @ 11.90 hrs, Volume= 0.096 af Primary = 11.64 cfs @ 12.02 hrs, Volume= 0.542 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 931.26' @ 12.02 hrs Surf.Area= 3,000 sf Storage= 3,467 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 133.4 min ( 937.8 - 804.3 ) Volume Invert Avail.Storage Storage Description #1 929.70' 3,467 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 929.70 1,967 0 0 930.00 2,572 681 681 931.00 3,000 2,786 3,467 Device Routing Invert Outlet Devices #1 Discarded 929.70'0.450 in/hr Infiltration over Surface area #2 Primary 930.60'8.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.03 cfs @ 11.90 hrs HW=931.09' (Free Discharge) 1=Infiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=11.60 cfs @ 12.02 hrs HW=931.26' TW=917.50' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 11.60 cfs @ 2.19 fps) Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 74HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 4P: INFILTRATION BASIN - WEST Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 929.70 1,967 0 929.72 2,007 40 929.74 2,048 80 929.76 2,088 122 929.78 2,128 164 929.80 2,169 207 929.82 2,209 251 929.84 2,249 295 929.86 2,290 341 929.88 2,330 387 929.90 2,370 434 929.92 2,411 482 929.94 2,451 530 929.96 2,491 580 929.98 2,532 630 930.00 2,572 681 930.02 2,581 732 930.04 2,589 784 930.06 2,598 836 930.08 2,606 888 930.10 2,615 940 930.12 2,623 993 930.14 2,632 1,045 930.16 2,640 1,098 930.18 2,649 1,151 930.20 2,658 1,204 930.22 2,666 1,257 930.24 2,675 1,310 930.26 2,683 1,364 930.28 2,692 1,418 930.30 2,700 1,472 930.32 2,709 1,526 930.34 2,718 1,580 930.36 2,726 1,635 930.38 2,735 1,689 930.40 2,743 1,744 930.42 2,752 1,799 930.44 2,760 1,854 930.46 2,769 1,909 930.48 2,777 1,965 930.50 2,786 2,020 930.52 2,795 2,076 930.54 2,803 2,132 930.56 2,812 2,188 930.58 2,820 2,245 930.60 2,829 2,301 930.62 2,837 2,358 930.64 2,846 2,415 930.66 2,854 2,472 930.68 2,863 2,529 930.70 2,872 2,586 930.72 2,880 2,644 930.74 2,889 2,701 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 930.76 2,897 2,759 930.78 2,906 2,817 930.80 2,914 2,875 930.82 2,923 2,934 930.84 2,932 2,992 930.86 2,940 3,051 930.88 2,949 3,110 930.90 2,957 3,169 930.92 2,966 3,228 930.94 2,974 3,288 930.96 2,983 3,347 930.98 2,991 3,407 931.00 3,000 3,467 931.02 3,000 3,467 931.04 3,000 3,467 931.06 3,000 3,467 931.08 3,000 3,467 931.10 3,000 3,467 931.12 3,000 3,467 931.14 3,000 3,467 931.16 3,000 3,467 931.18 3,000 3,467 931.20 3,000 3,467 931.22 3,000 3,467 931.24 3,000 3,467 931.26 3,000 3,467 Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 75HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: INFILTRATION BASIN - PARKING Inflow Area = 2.887 ac, 63.94% Impervious, Inflow Depth = 5.13" for 100 YEAR event Inflow = 21.83 cfs @ 12.01 hrs, Volume= 1.234 af Outflow = 22.47 cfs @ 12.02 hrs, Volume= 1.234 af, Atten= 0%, Lag= 0.4 min Discarded = 0.06 cfs @ 11.96 hrs, Volume= 0.107 af Primary = 22.41 cfs @ 12.02 hrs, Volume= 1.127 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 926.33' @ 12.02 hrs Surf.Area= 5,436 sf Storage= 5,631 cf Plug-Flow detention time= 61.8 min calculated for 1.234 af (100% of inflow) Center-of-Mass det. time= 62.0 min ( 858.2 - 796.3 ) Volume Invert Avail.Storage Storage Description #1 924.50' 5,631 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 924.50 1,850 0 0 925.00 3,267 1,279 1,279 926.00 5,436 4,352 5,631 Device Routing Invert Outlet Devices #1 Primary 925.20'7.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 924.50'0.450 in/hr Infiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 11.96 hrs HW=926.23' (Free Discharge) 2=Infiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=22.32 cfs @ 12.02 hrs HW=926.33' TW=922.34' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 22.32 cfs @ 2.83 fps) Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 76HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 5P: INFILTRATION BASIN - PARKING Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 924.50 1,850 0 924.52 1,907 38 924.54 1,963 76 924.56 2,020 116 924.58 2,077 157 924.60 2,133 199 924.62 2,190 242 924.64 2,247 287 924.66 2,303 332 924.68 2,360 379 924.70 2,417 427 924.72 2,473 476 924.74 2,530 526 924.76 2,587 577 924.78 2,644 629 924.80 2,700 683 924.82 2,757 737 924.84 2,814 793 924.86 2,870 850 924.88 2,927 908 924.90 2,984 967 924.92 3,040 1,027 924.94 3,097 1,088 924.96 3,154 1,151 924.98 3,210 1,214 925.00 3,267 1,279 925.02 3,310 1,345 925.04 3,354 1,412 925.06 3,397 1,479 925.08 3,441 1,548 925.10 3,484 1,617 925.12 3,527 1,687 925.14 3,571 1,758 925.16 3,614 1,830 925.18 3,657 1,902 925.20 3,701 1,976 925.22 3,744 2,050 925.24 3,788 2,126 925.26 3,831 2,202 925.28 3,874 2,279 925.30 3,918 2,357 925.32 3,961 2,436 925.34 4,004 2,515 925.36 4,048 2,596 925.38 4,091 2,677 925.40 4,135 2,760 925.42 4,178 2,843 925.44 4,221 2,927 925.46 4,265 3,012 925.48 4,308 3,097 925.50 4,352 3,184 925.52 4,395 3,271 925.54 4,438 3,360 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 925.56 4,482 3,449 925.58 4,525 3,539 925.60 4,568 3,630 925.62 4,612 3,722 925.64 4,655 3,814 925.66 4,699 3,908 925.68 4,742 4,002 925.70 4,785 4,098 925.72 4,829 4,194 925.74 4,872 4,291 925.76 4,915 4,389 925.78 4,959 4,487 925.80 5,002 4,587 925.82 5,046 4,687 925.84 5,089 4,789 925.86 5,132 4,891 925.88 5,176 4,994 925.90 5,219 5,098 925.92 5,262 5,203 925.94 5,306 5,308 925.96 5,349 5,415 925.98 5,393 5,522 926.00 5,436 5,631 926.02 5,436 5,631 926.04 5,436 5,631 926.06 5,436 5,631 926.08 5,436 5,631 926.10 5,436 5,631 926.12 5,436 5,631 926.14 5,436 5,631 926.16 5,436 5,631 926.18 5,436 5,631 926.20 5,436 5,631 926.22 5,436 5,631 926.24 5,436 5,631 926.26 5,436 5,631 926.28 5,436 5,631 926.30 5,436 5,631 926.32 5,436 5,631 Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 77HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 6P: INFILTRATION BASIN - EAST Inflow Area = 3.696 ac, 49.95% Impervious, Inflow Depth = 4.23" for 100 YEAR event Inflow = 25.64 cfs @ 12.02 hrs, Volume= 1.302 af Outflow = 13.35 cfs @ 12.15 hrs, Volume= 1.302 af, Atten= 48%, Lag= 8.0 min Discarded = 0.14 cfs @ 12.15 hrs, Volume= 0.398 af Primary = 13.21 cfs @ 12.15 hrs, Volume= 0.905 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 922.62' @ 12.15 hrs Surf.Area= 13,247 sf Storage= 19,747 cf Plug-Flow detention time= 311.1 min calculated for 1.302 af (100% of inflow) Center-of-Mass det. time= 311.3 min ( 1,126.4 - 815.1 ) Volume Invert Avail.Storage Storage Description #1 920.90' 24,877 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.90 7,545 0 0 921.00 10,000 877 877 922.00 12,000 11,000 11,877 923.00 14,000 13,000 24,877 Device Routing Invert Outlet Devices #1 Discarded 920.90'0.450 in/hr Infiltration over Surface area #2 Primary 921.90'8.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.14 cfs @ 12.15 hrs HW=922.62' (Free Discharge) 1=Infiltration (Exfiltration Controls 0.14 cfs) Primary OutFlow Max=13.21 cfs @ 12.15 hrs HW=922.62' TW=918.25' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 13.21 cfs @ 2.28 fps) Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 78HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 6P: INFILTRATION BASIN - EAST Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 920.90 7,545 0 920.92 8,036 156 920.94 8,527 321 920.96 9,018 497 920.98 9,509 682 921.00 10,000 877 921.02 10,040 1,078 921.04 10,080 1,279 921.06 10,120 1,481 921.08 10,160 1,684 921.10 10,200 1,887 921.12 10,240 2,092 921.14 10,280 2,297 921.16 10,320 2,503 921.18 10,360 2,710 921.20 10,400 2,917 921.22 10,440 3,126 921.24 10,480 3,335 921.26 10,520 3,545 921.28 10,560 3,756 921.30 10,600 3,967 921.32 10,640 4,180 921.34 10,680 4,393 921.36 10,720 4,607 921.38 10,760 4,822 921.40 10,800 5,037 921.42 10,840 5,254 921.44 10,880 5,471 921.46 10,920 5,689 921.48 10,960 5,908 921.50 11,000 6,127 921.52 11,040 6,348 921.54 11,080 6,569 921.56 11,120 6,791 921.58 11,160 7,014 921.60 11,200 7,237 921.62 11,240 7,462 921.64 11,280 7,687 921.66 11,320 7,913 921.68 11,360 8,140 921.70 11,400 8,367 921.72 11,440 8,596 921.74 11,480 8,825 921.76 11,520 9,055 921.78 11,560 9,286 921.80 11,600 9,517 921.82 11,640 9,750 921.84 11,680 9,983 921.86 11,720 10,217 921.88 11,760 10,452 921.90 11,800 10,687 921.92 11,840 10,924 921.94 11,880 11,161 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 921.96 11,920 11,399 921.98 11,960 11,638 922.00 12,000 11,877 922.02 12,040 12,118 922.04 12,080 12,359 922.06 12,120 12,601 922.08 12,160 12,844 922.10 12,200 13,087 922.12 12,240 13,332 922.14 12,280 13,577 922.16 12,320 13,823 922.18 12,360 14,070 922.20 12,400 14,317 922.22 12,440 14,566 922.24 12,480 14,815 922.26 12,520 15,065 922.28 12,560 15,316 922.30 12,600 15,567 922.32 12,640 15,820 922.34 12,680 16,073 922.36 12,720 16,327 922.38 12,760 16,582 922.40 12,800 16,837 922.42 12,840 17,094 922.44 12,880 17,351 922.46 12,920 17,609 922.48 12,960 17,868 922.50 13,000 18,127 922.52 13,040 18,388 922.54 13,080 18,649 922.56 13,120 18,911 922.58 13,160 19,174 922.60 13,200 19,437 922.62 13,240 19,702 922.64 13,280 19,967 922.66 13,320 20,233 922.68 13,360 20,500 922.70 13,400 20,767 922.72 13,440 21,036 922.74 13,480 21,305 922.76 13,520 21,575 922.78 13,560 21,846 922.80 13,600 22,117 922.82 13,640 22,390 922.84 13,680 22,663 922.86 13,720 22,937 922.88 13,760 23,212 922.90 13,800 23,487 922.92 13,840 23,764 922.94 13,880 24,041 922.96 13,920 24,319 922.98 13,960 24,598 923.00 14,000 24,877 Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 79HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: TRACK Inflow Area = 3.383 ac, 35.44% Impervious, Inflow Depth = 3.93" for 100 YEAR event Inflow = 20.38 cfs @ 12.02 hrs, Volume= 1.108 af Outflow = 19.37 cfs @ 12.05 hrs, Volume= 1.108 af, Atten= 5%, Lag= 1.8 min Discarded = 0.19 cfs @ 10.80 hrs, Volume= 0.237 af Primary = 19.19 cfs @ 12.05 hrs, Volume= 0.871 af Routing by Dyn-Stor-Ind method, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Peak Elev= 927.08' @ 12.05 hrs Surf.Area= 40,258 sf Storage= 3,357 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.9 min ( 828.3 - 823.4 ) Volume Invert Avail.Storage Storage Description #1 927.00' 40,258 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 927.00 40,258 0 0 928.00 40,258 40,258 40,258 Device Routing Invert Outlet Devices #1 Primary 927.00'320.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #2 Discarded 927.00'0.200 in/hr Infiltration over Surface area Discarded OutFlow Max=0.19 cfs @ 10.80 hrs HW=927.00' (Free Discharge) 2=Infiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=19.16 cfs @ 12.05 hrs HW=927.08' TW=917.65' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 19.16 cfs @ 0.72 fps) Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 80HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 7P: TRACK Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.00 40,258 0 927.01 40,258 403 927.02 40,258 805 927.03 40,258 1,208 927.04 40,258 1,610 927.05 40,258 2,013 927.06 40,258 2,415 927.07 40,258 2,818 927.08 40,258 3,221 927.09 40,258 3,623 927.10 40,258 4,026 927.11 40,258 4,428 927.12 40,258 4,831 927.13 40,258 5,234 927.14 40,258 5,636 927.15 40,258 6,039 927.16 40,258 6,441 927.17 40,258 6,844 927.18 40,258 7,246 927.19 40,258 7,649 927.20 40,258 8,052 927.21 40,258 8,454 927.22 40,258 8,857 927.23 40,258 9,259 927.24 40,258 9,662 927.25 40,258 10,065 927.26 40,258 10,467 927.27 40,258 10,870 927.28 40,258 11,272 927.29 40,258 11,675 927.30 40,258 12,077 927.31 40,258 12,480 927.32 40,258 12,883 927.33 40,258 13,285 927.34 40,258 13,688 927.35 40,258 14,090 927.36 40,258 14,493 927.37 40,258 14,895 927.38 40,258 15,298 927.39 40,258 15,701 927.40 40,258 16,103 927.41 40,258 16,506 927.42 40,258 16,908 927.43 40,258 17,311 927.44 40,258 17,714 927.45 40,258 18,116 927.46 40,258 18,519 927.47 40,258 18,921 927.48 40,258 19,324 927.49 40,258 19,726 927.50 40,258 20,129 927.51 40,258 20,532 927.52 40,258 20,934 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.53 40,258 21,337 927.54 40,258 21,739 927.55 40,258 22,142 927.56 40,258 22,544 927.57 40,258 22,947 927.58 40,258 23,350 927.59 40,258 23,752 927.60 40,258 24,155 927.61 40,258 24,557 927.62 40,258 24,960 927.63 40,258 25,363 927.64 40,258 25,765 927.65 40,258 26,168 927.66 40,258 26,570 927.67 40,258 26,973 927.68 40,258 27,375 927.69 40,258 27,778 927.70 40,258 28,181 927.71 40,258 28,583 927.72 40,258 28,986 927.73 40,258 29,388 927.74 40,258 29,791 927.75 40,258 30,194 927.76 40,258 30,596 927.77 40,258 30,999 927.78 40,258 31,401 927.79 40,258 31,804 927.80 40,258 32,206 927.81 40,258 32,609 927.82 40,258 33,012 927.83 40,258 33,414 927.84 40,258 33,817 927.85 40,258 34,219 927.86 40,258 34,622 927.87 40,258 35,024 927.88 40,258 35,427 927.89 40,258 35,830 927.90 40,258 36,232 927.91 40,258 36,635 927.92 40,258 37,037 927.93 40,258 37,440 927.94 40,258 37,843 927.95 40,258 38,245 927.96 40,258 38,648 927.97 40,258 39,050 927.98 40,258 39,453 927.99 40,258 39,855 928.00 40,258 40,258 Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 81HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Link 1L: North Inflow Area = 2.754 ac, 53.30% Impervious, Inflow Depth = 4.68" for 100 YEAR event Inflow = 11.82 cfs @ 12.06 hrs, Volume= 1.074 af Primary = 11.82 cfs @ 12.06 hrs, Volume= 1.074 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YEAR Rainfall=6.87"PROPOSED Printed 2/3/2017Prepared by Hewlett-Packard Company Page 82HydroCAD® 10.00-18 s/n 01280 © 2016 HydroCAD Software Solutions LLC Summary for Link 2L: East Inflow Area = 33.944 ac, 44.83% Impervious, Inflow Depth = 4.10" for 100 YEAR event Inflow = 72.56 cfs @ 12.42 hrs, Volume= 11.600 af Primary = 72.56 cfs @ 12.42 hrs, Volume= 11.600 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.10-72.00 hrs, dt= 0.01 hrs Storm Water Quality Calculations Project Location Name Infiltration Area Calculations Criteria: 1.00 inch of runoff from the NEW IMPERVIOUS areas must be infiltratfiltrated 48 hour infiltrationfiltration period Required Volume Tributary Impervious Area 0.917 acres Runoff Factor 1.0 Depth 1.00 inch Required Volume to InfiltratFiltrate 3330 cubic feet Volume provided below outlet elevation Surface Area Provided =11362 sq. ft. Volume Provided = 14964 cubic feet (from HydroCAD) For portion of the infiltration area that lies over sand soils 100% InfiltrationFiltration rate for s 0.450 in/hr Volume Infiltrated = Surface Area / 12 inches / foot * 48 hours * infiltration rate = 20452 cubic feet For portion of the infiltrationfiltration area that lies over clay soils 0% InfiltrationFiltration rate for s 0.060 in/hr Volume infiltrationfiltration = Surface Area / 12 inches / foot * 48 hours * infiltrationfiltration rate = 0 cubic feet Design Checks Total Volume required to be infiltratfiltrated 3330 cubic feet Total Volume infiltratfiltrated, based on design 20452 cubic feet OK Total Volume provided 14964 cubic feet OK InfiltrationFiltration Area prope Volume infiltratfiltrated = Volume infiltratfiltrated = P8 Urban Catchment Model, Version 3.5 Run Date 02/03/17 Case Monticello Middle School.p8c FirstDate 10/01/78 Precip(in) 29.5 Title Monticello Middle School LastDate 09/30/79 Rain(in) 23.22 PrecFile MSP_4908.pcp Events 64 Snow(in) 6.29 PartFile nurp50.p8p TotalHrs 8618 TotalYrs 0.98 File Directory P:\1project\wold\Monticello Schools\Middle School\Stormwater Related\p8\ Case Title Monticello Middle School Case File Monticello Middle School.p8c Particle File nurp50.p8p Temperature File MSP_4808.tmp Storm File MSP_4908.pcp Precip Scale Factor 1 Watersheds 3 Devices 5 Particles 5 WQ Components 7 Start Date 09/05/78 Keep Date 10/01/78 Stop Date 09/30/79 Storm Count 64 Total Hours 8618 Wet Hours 909 Precip (in) 30 Rain (in) 23 Snowfall (in) 6 Snowmelt (in) 6 EvapoTran(in) 21 Overall TSS Removal(%) 1 Water Balance Error(%) 0 TSS Mass Balance Error (%) 0 P8-V3.XMonticello Middle School.p8cDirectly Connected UnSwept Areas---> Directly Connected Swept Areas---> Street Sweeping ParametersTotal Pervious Indirect Pervious Depress Imperv Depress Imperv Start Stop SweepWatershed Area Outflow Percol Curve Imperv Load Imperv Storage Runoff Load Imperv Storage Runoff Load Date Date Sweep FreqLabel acres Device Device Number Fraction Factor Fraction inches Coef Factor Fraction inches Coef Factor MMDD MMDD Effic 1/weekP6A 2.886TRATION BASIN - PA Aquifer - Out 61 0.000 1 0.639 0.02 0.95 1 0 0.02 1 1 101 1231 1 0P6B 0.809LTRATION BASIN - EAquifer - Out 61 0.000 1 0 0.02 0.95 1 0 0.02 1 1 101 1231 1 0P8 1.598LTRATION BASIN - WAquifer - Out 61 0.000 1 0.568 0.02 0.95 1 0 0.02 1 1 101 1231 1 0 P8 Urban Catchment Model, Version 3.5 Run Date 02/03/17 Case Monticello Middle School.p8c FirstDate 10/01/78 Precip(in) 29.5 Title Monticello Middle School LastDate 09/30/79 Rain(in) 23.22 PrecFile MSP_4908.pcp Events 64 Snow(in) 6.29 PartFile nurp50.p8p TotalHrs 8618 TotalYrs 0.98 Devices Listed in Downstream Order Device: Aquifer - Out Type: AQUIFER Infilt from watershed P6A Infilt from watershed P6B Infilt from watershed P8 Device: INFILTRATION BASIN - EAST Type: INF_BASIN Discharges spillway to PIPE OUT Runoff from watershed P6B Device: INFILTRATION BASIN - PARKIN Type: INF_BASIN Discharges spillway to PIPE OUT Runoff from watershed P6A Device: INFILTRATION BASIN - WEST Type: INF_BASIN Discharges spillway to PIPE OUT Runoff from watershed P8 Device: PIPE OUT Type: PIPE P8 Urban Catchment Model, Version 3.5 Run Date 02/03/17 Case Monticello Middle School.p8c FirstDate 10/01/78 Precip(in) 29.5 Title Monticello Middle School LastDate 09/30/79 Rain(in) 23.22 PrecFile MSP_4908.pcp Events 64 Snow(in) 6.29 PartFile nurp50.p8p TotalHrs 8618 TotalYrs 0.98 Hydraulics Sedimentation rates assume bulk density of 1 ton per cubic yard of wet sediment. Variable Units N BASIN - EASTASIN - PARKINGN BASIN - WEST Total Inflow ac-ft 0.17 4.42 2.21 Total Outflow ac-ft 0.00 1.31 0.20 Mean Inflow cfs 0.00 0.01 0.00 Mean Outflow cfs 0.00 0.00 0.00 Max Inflow cfs 0.13 2.29 1.13 Max Outflow cfs 0.00 2.25 1.10 Min Elev ft 920.91 924.51 929.71 Max Elev ft 920.93 925.21 930.66 Max Velocity ft/sec 0.00 0.00 0.00 Wet Period % 0.00 12.73 8.39 WtrBal Error ac-ft 0.00 0.00 0.00 WtrBal Error% % 0.00 0.00 0.00 Max Area acres 0.18 0.09 0.07 Mean Hyd Load in/day 0.03 1.74 1.14 Max Hyd Load in/hr 0.71 26.69 17.18 Sed Rate Mass tons/ac-yr 0.02 6.63 4.67 Sed Rate Vol yd3/yr 0.00 0.56 0.30 Sed Rate Depth in/yr 0.00 0.05 0.03 Max Volume ac-ft 0.01 0.05 0.05 Direct Watershed acres 0.81 2.89 1.60 Unit Runoff inches/yr 2.56 18.68 16.89 P8 Urban Catchment Model, Version 3.5 Run Date 02/03/17 Case Monticello Middle School.p8c FirstDate 10/01/78 Precip(in) 29.5 Title Monticello Middle School LastDate 09/30/79 Rain(in) 23.22 PrecFile MSP_4908.pcp Events 64 Snow(in) 6.29 PartFile nurp50.p8p TotalHrs 8618 TotalYrs 0.98 Watershed areas contributing surface runoff to each device wtrshd perm p total p total imperv imperv runoff area volume depth area volume depth acres acres % in/yr acres ac-ft ft acres ac-ft ft INFILTRATION BAS 0.81 0.00 0.00 2.56 0.27 0.24 0.90 0.27 0.24 0.90 INFILTRATION BAS 2.89 1.84 63.90 18.68 0.09 0.04 0.53 0.09 0.04 0.53 INFILTRATION BAS 1.60 0.91 56.80 16.89 0.07 0.05 0.82 0.07 0.05 0.82 TOTAL 5.29 2.75 51.99 15.68 0.42 0.34 0.81 0.42 0.34 0.81 Normalized device areas & volumes vs. performance (tss removal) wi = impervious watershed area draining directly into device (acres) wt = total watershed area draining directly into device(acres) ap = permanent pool area (acres) vp = permanent pool volume (ac-ft) at = total device area (acres) vt = total device volume (ac-ft) imperv total flood p hydraulic tss ap/wi vp/wi ap/wt vp/wt at/wt vt/wt load removal device type % inches % inches % inches ft/yr % INFILTRATION BAS INF_BASIN 0.00 0.00 33.50 3.63 33.50 3.63 0.64 99.97 INFILTRATION BAS INF_BASIN 4.61 0.29 2.95 0.19 2.95 0.19 52.86 90.51 INFILTRATION BAS INF_BASIN 7.16 0.70 4.07 0.40 4.07 0.40 34.61 98.73 TOTAL NONE 15.30 1.50 7.95 0.78 7.95 0.78 16.43 93.25 P8 Urban Catchment Model, Version 3.5 Run Date 02/03/17 Case Monticello Middle School.p8c FirstDate 10/01/78 Precip(in) 29.5 Title Monticello Middle School LastDate 09/30/79 Rain(in) 23.22 PrecFile MSP_4908.pcp Events 64 Snow(in) 6.29 PartFile nurp50.p8p TotalHrs 8618 TotalYrs 0.98 Mass Balances by Device and Variable Device: OVERALL Type: NONE Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 12.43 0.02 1835.4 1866.9 54.34 03 infiltrate 5.29 0.01 209.3 212.9 14.55 04 exfiltrate 5.29 0.01 0.0 0.0 0.00 05 filtered 0.00 0.00 209.3 212.9 06 normal outlet 7.13 0.01 123.7 125.8 6.38 08 sedimen + decay 0.00 0.00 1502.2 1528.0 09 total inflow 12.43 0.02 1835.4 1866.9 54.34 10 surface outflow 7.13 0.01 123.7 125.8 6.38 11 groundw outflow 5.29 0.01 0.0 0.0 0.00 12 total outflow 12.43 0.02 123.7 125.8 3.66 13 total trapped 0.00 0.00 1711.5 1740.9 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.2 0.2 Reduction (%) 0.00 0.00 93.2 93.2 Device: OVERALL Type: NONE Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 12.43 0.02 6.2 6.3 0.18 03 infiltrate 5.29 0.01 2.2 2.3 0.15 04 exfiltrate 5.29 0.01 0.1 0.1 0.01 05 filtered 0.00 0.00 2.1 2.1 06 normal outlet 7.13 0.01 1.0 1.0 0.05 08 sedimen + decay 0.00 0.00 3.0 3.0 09 total inflow 12.43 0.02 6.2 6.3 0.18 10 surface outflow 7.13 0.01 1.0 1.0 0.05 11 groundw outflow 5.29 0.01 0.1 0.1 0.01 12 total outflow 12.43 0.02 1.2 1.2 0.03 13 total trapped 0.00 0.00 5.0 5.1 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 81.2 81.2 Device: INFILTRATION BASIN - EAST Type: INF_BASIN Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 0.17 0.00 6.8 6.9 14.75 03 infiltrate 0.17 0.00 0.7 0.7 1.49 04 exfiltrate 0.17 0.00 0.0 0.0 0.00 05 filtered 0.00 0.00 0.7 0.7 08 sedimen + decay 0.00 0.00 6.1 6.2 09 total inflow 0.17 0.00 6.8 6.9 14.75 11 groundw outflow 0.17 0.00 0.0 0.0 0.00 12 total outflow 0.17 0.00 0.0 0.0 0.00 13 total trapped 0.00 0.00 6.8 6.9 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 100.0 100.0 Device: INFILTRATION BASIN - EAST Type: INF_BASIN Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 0.17 0.00 0.1 0.1 0.13 03 infiltrate 0.17 0.00 0.0 0.0 0.10 04 exfiltrate 0.17 0.00 0.0 0.0 0.01 05 filtered 0.00 0.00 0.0 0.0 08 sedimen + decay 0.00 0.00 0.0 0.0 09 total inflow 0.17 0.00 0.1 0.1 0.13 11 groundw outflow 0.17 0.00 0.0 0.0 0.01 12 total outflow 0.17 0.00 0.0 0.0 0.01 13 total trapped 0.00 0.00 0.1 0.1 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 92.5 92.5 Device: INFILTRATION BASIN - PARKING Type: INF_BASIN Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 4.42 0.01 1224.4 1245.4 101.97 03 infiltrate 3.11 0.00 128.5 130.7 15.19 04 exfiltrate 3.11 0.00 0.0 0.0 0.00 05 filtered 0.00 0.00 128.5 130.7 07 spillway outlet 1.31 0.00 116.1 118.1 32.72 08 sedimen + decay 0.00 0.00 979.7 996.5 09 total inflow 4.42 0.01 1224.4 1245.4 101.97 10 surface outflow 1.31 0.00 116.1 118.1 32.72 11 groundw outflow 3.11 0.00 0.0 0.0 0.00 12 total outflow 4.42 0.01 116.1 118.1 9.67 13 total trapped 0.00 0.00 1108.2 1127.2 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.1 0.1 Reduction (%) 0.00 0.00 90.5 90.5 Device: INFILTRATION BASIN - PARKING Type: INF_BASIN Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 4.42 0.01 4.0 4.1 0.33 03 infiltrate 3.11 0.00 1.3 1.4 0.16 04 exfiltrate 3.11 0.00 0.1 0.1 0.01 05 filtered 0.00 0.00 1.2 1.3 07 spillway outlet 1.31 0.00 0.8 0.8 0.22 08 sedimen + decay 0.00 0.00 1.9 1.9 09 total inflow 4.42 0.01 4.0 4.1 0.33 10 surface outflow 1.31 0.00 0.8 0.8 0.22 11 groundw outflow 3.11 0.00 0.1 0.1 0.01 12 total outflow 4.42 0.01 0.9 0.9 0.07 13 total trapped 0.00 0.00 3.1 3.2 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 78.2 78.2 Device: INFILTRATION BASIN - WEST Type: INF_BASIN Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 2.21 0.00 604.1 614.5 100.50 03 infiltrate 2.01 0.00 80.1 81.5 14.66 04 exfiltrate 2.01 0.00 0.0 0.0 0.00 05 filtered 0.00 0.00 80.1 81.5 07 spillway outlet 0.20 0.00 7.5 7.7 13.83 08 sedimen + decay 0.00 0.00 516.3 525.2 09 total inflow 2.21 0.00 604.1 614.5 100.50 10 surface outflow 0.20 0.00 7.5 7.7 13.83 11 groundw outflow 2.01 0.00 0.0 0.0 0.00 12 total outflow 2.21 0.00 7.5 7.7 1.25 13 total trapped 0.00 0.00 596.5 606.7 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.1 0.1 Reduction (%) 0.00 0.00 98.7 98.7 Device: INFILTRATION BASIN - WEST Type: INF_BASIN Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 2.21 0.00 2.0 2.0 0.33 03 infiltrate 2.01 0.00 0.8 0.9 0.16 04 exfiltrate 2.01 0.00 0.1 0.1 0.01 05 filtered 0.00 0.00 0.8 0.8 07 spillway outlet 0.20 0.00 0.1 0.1 0.15 08 sedimen + decay 0.00 0.00 1.1 1.1 09 total inflow 2.21 0.00 2.0 2.0 0.33 10 surface outflow 0.20 0.00 0.1 0.1 0.15 11 groundw outflow 2.01 0.00 0.1 0.1 0.01 12 total outflow 2.21 0.00 0.1 0.1 0.02 13 total trapped 0.00 0.00 1.9 1.9 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 93.1 93.1 Soils Reports (Subsurface Exploration for Structural Properties) Geotechnical Evaluation Report Monticello Middle School Site Improvements 800 Broadway Street East Monticello, Minnesota Prepared for Independent School District #882 Professional Certification: I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the State of Minnesota. Victor M. Roethler, PE Project Engineer License Number: 53634 December 6, 2016 Project B1609708 Braun Intertec Corporation AA/EOE Braun Intertec Corporation p 11001 Hampshire Avenue S Minneapolis, MN 55438 Phone: 952.995.2000 Fax: 952.995.2020 Web: braunintertec.com December 6, 2016 Project B1609708 Mr. Bruce Hanson Independent School District #882 Monticello Public Schools 302 Washington Street Monticello, MN 55362 Re: Geotechnical Evaluation Monticello Middle School Site Improvements 800 Broadway Street East Monticello, Minnesota Dear Mr. Hanson: We are pleased to present this Geotechnical Evaluation Report for the proposed site improvements at the Monticello Middle School. Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date please contact Vic Roethler at 218.263.8869 (vroethler@braunintertec.com) Sincerely, BRAUN INTERTEC CORPORATION Victor M. Roethler, PE Project Engineer Daniel B. Mahrt, PE Associate Principal – Principal Engineer c: Kyle Water, ICS Consulting, Inc. Table of Contents Description Page A. Introduction ...................................................................................................................................... 1 A.1. Project Description .............................................................................................................. 1 A.2. Purpose ................................................................................................................................ 1 A.3. Background Information and Reference Documents .......................................................... 2 A.4. Scope of Services ................................................................................................................. 2 B. Results .............................................................................................................................................. 3 B.1. Geologic Overview .............................................................................................................. 3 B.2. Boring Results ..................................................................................................................... 3 B.3. Groundwater ....................................................................................................................... 4 B.4. Laboratory Test Results ....................................................................................................... 4 C. Recommendations ........................................................................................................................... 5 C.1. Design and Construction Discussion ................................................................................... 5 C.1.a. Loading Dock Construction .................................................................................... 5 C.1.b. Pavement Construction .......................................................................................... 5 C.1.c. Disturbance of Pavement Subgrades ..................................................................... 5 C.1.d. Tennis Court Improvements ................................................................................... 5 C.1.e. Reuse of On-site Soils ............................................................................................. 6 C.2. Site Grading and Subgrade Preparation .............................................................................. 6 C.2.a. Loading Dock Wall Excavations .............................................................................. 6 C.2.b. Parking Lot Pavement Subgrade Preparation ........................................................ 6 C.2.c. Tennis Court Pavement Subgrade Preparation ...................................................... 6 C.2.d. General ................................................................................................................... 7 C.2.e. Excavation Dewatering ........................................................................................... 7 C.2.f. Pavement Subgrade Proofroll ................................................................................ 7 C.2.g. Fill Materials and Compaction................................................................................ 7 C.3. Loading Dock Wall ............................................................................................................... 9 C.3.a. Foundations ............................................................................................................ 9 C.3.b. Seepage Control ..................................................................................................... 9 C.3.c. Wall Backfill ............................................................................................................ 9 C.3.d. Lateral Pressures .................................................................................................. 10 C.4. Frost Protection ................................................................................................................. 10 C.5. Parking Lot Pavements and Exterior Slabs ........................................................................ 12 C.5.a. Design Sections .................................................................................................... 12 C.5.b. Concrete Pavements ............................................................................................ 12 C.5.c. Bituminous Pavement Materials .......................................................................... 12 C.5.d. Subgrade Drainage ............................................................................................... 13 C.5.e. Performance and Maintenance ........................................................................... 13 C.6. Tennis Court Pavements ................................................................................................... 14 C.6.a. Pavement Section ................................................................................................ 14 C.7. Stormwater........................................................................................................................ 14 D. Procedures...................................................................................................................................... 15 D.1. Penetration Test Borings ................................................................................................... 15 D.2. Exploration Logs ................................................................................................................ 15 D.2.a. Log of Boring Sheets ............................................................................................. 15 D.2.b. Geologic Origins ................................................................................................... 15 Table of Contents (continued) Description Page D.3. Material Classification and Testing ................................................................................... 16 D.3.a. Visual and Manual Classification .......................................................................... 16 D.3.b. Laboratory Testing ............................................................................................... 16 D.4. Groundwater Measurements ............................................................................................ 16 E. Qualifications .................................................................................................................................. 16 E.1. Variations in Subsurface Conditions .................................................................................. 16 E.1.a. Material Strata ..................................................................................................... 16 E.1.b. Groundwater Levels ............................................................................................. 17 E.2. Continuity of Professional Responsibility .......................................................................... 17 E.2.a. Plan Review .......................................................................................................... 1 7 E.2.b. Construction Observations and Testing ............................................................... 17 E.3. Use of Report..................................................................................................................... 17 E.4. Standard of Care ................................................................................................................ 18 Appendix Soil Boring Location Sketch Log of Boring Sheets ST-1 to ST-10 Descriptive Terminology of Soil A. Introduction A.1. Project Description This Geotechnical Evaluation Report addresses the proposed design and construction of the site improvements at the Monticello Middle School. The project will include new parking lot pavements and tennis courts, a new loading dock area and stormwater improvements. Table 1 below provides additional project details. Table 1. Site Aspects and Details Aspect Details Parking Lot Located on the southwest corner of campus We assume traffic will consist of light passenger vehicles and occasional buses We assume grades will remain within 1 to 2 feet of existing Bituminous surfaced Light-duty: 50,000 ESALs* Heavy-duty: 100,000 ESALs* Tennis Courts Located on the southwest corner of campus We assume grades will remain within 1 to 2 feet of existing Loading Dock Area Located on south end of school Top of wall will match existing grade (Provided) Wall subgrade elevation will require a 4 foot cut (Provided) Concrete loading dock pavements (Assumed) Stormwater Pond Located on the northeast corner of campus Pond bottom depth of about 5 feet *Equivalent 18,000-lb single axle loads based on 20-year design. A.2. Purpose The purpose of this geotechnical evaluation was to characterize subsurface geologic conditions at selected exploration locations, evaluate their impact, and provide recommendations for the design and construction of the proposed parking lot and tennis court pavements, loading dock area and stormwater improvements. ISD #882 Project B1609708 December 6, 2016 Page 2 A.3. Background Information and Reference Documents We reviewed the following information: A partial survey sketch showing boring locations, provided by ICS Consulting, Inc. (ICS). Communications with Mr. Kyle Walter, ICS, regarding preliminary design details. We have described our understanding of the proposed construction and site to the extent others reported it to us. Depending on the extent of available information, we may have made assumptions based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, the project team should notify us. New or changed information could require additional evaluation, analyses and/or recommendations. A.4. Scope of Services We performed our scope of services for the project in accordance with our Proposal for a Geotechnical Evaluation to Mr. Bruce Hanson, Monticello Public Schools, dated October 5, 2016, and authorized on October 10, 2016. The following list describes the geotechnical tasks completed in accordance with our authorized scope of services. Reviewing the background information and reference documents previously cited. Staking and clearing the exploration location of underground utilities. ICS selected and we staked the new exploration locations. We acquired the surface elevations and locations with GPS technology using the State of Minnesota’s permanent GPS base station network. The Soil Boring Location Sketch included in the Appendix shows the approximate locations of the borings. Performing 10 standard penetration test (SPT) borings, denoted as ST-1 to ST-10, to nominal depths of 10 to 20 feet below grade across the site. Performing laboratory testing on select samples to aid in soil classification and engineering analysis. Preparing this report containing a boring location sketch, logs of soil borings, a summary of the soils encountered, results of laboratory tests, and recommendations for subgrade preparation, selection and placement of excavation backfill and fill, and design of pavements, exterior slabs, stormwater improvements and retaining walls. Our scope of services did not include environmental services or testing, and the personnel performing the evaluation are not trained to provide environmental services or testing. We can provide these services or testing at your request. ISD #882 Project B1609708 December 6, 2016 Page 3 B. Results B.1. Geologic Overview We based the geologic origins used in this report on the soil types, in-situ and laboratory testing, and available common knowledge of the geological history of the site. Because of the complex depositional history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the geologic history for the site. B.2. Boring Results Table 2 provides a summary of the soil boring results, in the general order we encountered the strata. Please refer to the Log of Boring sheets in the Appendix for additional details. The Descriptive Terminology sheets in the Appendix include definitions of abbreviations used in Table 2. Table 2. Subsurface Profile Summary* Strata Soil Type - ASTM Classification Range of Penetration Resistances Commentary and Details Topsoil fill SM Encountered in Borings ST-2 to ST-10 Predominantly black, SM. Thicknesses at boring locations varied from 10 to 18 inches. Fill SP, SP-SM, SM 3 to 16 BPF General penetration resistance indicates that the fill was poorly to moderately compacted. Moisture condition generally dry to moist. Thicknesses at boring locations varied from 1 to 9 feet. Glacial deposits SP, SP-SM 2 to 27 BPF General penetration resistance of 6 to 15 BPF, indicating the sands were generally loose to medium dense. Sands were generally fine to coarse grained and contained occasional silt lenses and seams. Moisture condition generally moist to dry above observed or measure groundwater *Abbreviations defined in the attached Descriptive Terminology sheets. For simplicity in this report, we define fill to mean existing, uncontrolled or undocumented fill. ISD #882 Project B1609708 December 6, 2016 Page 4 B.3. Groundwater Table 3 summarizes the depths where we observed groundwater; the attached Log of Boring sheets in the Appendix also include this information and additional details. Borings that did not encounter groundwater are not included in this table. Table 3. Groundwater Summary Location Surface Elevation Measured or Estimated Depth to Groundwater (ft) Corresponding Groundwater Elevation (ft) ST-1 932.6 18 914 ½ ST-9 922.5 10 912 ½ ST-10 921.8 7 914 ½ At the time of our observation, the groundwater surface elevation appeared to be about elevation 912 ½ to 914 1/2 feet. Project planning should expect groundwater will fluctuate in relation to seasonal and annual rainfall conditions. B.4. Laboratory Test Results The boring logs show the results of moisture content and sieve analyses testing we performed, next to the tested sample depth. The moisture content of the sands varied from approximately 2 to 8 percent, indicating that the material was below its probable optimum moisture content. Our mechanical analyses indicated that the sands encountered in the upper 5 to 6 feet generally contained 5 to 13 percent silt and clay by weight. ISD #882 Project B1609708 December 6, 2016 Page 5 C. Recommendations C.1. Design and Construction Discussion C.1.a. Loading Dock Construction The existing fill encountered in Boring ST-1 near the proposed loading dock wall area appeared to be poorly to moderately compacted. We are not aware of any records of compaction testing or compaction of that material, therefore we must assume the fill was placed in an uncontrolled manner and should not be relied upon to support structural loads. The existing fill should be completely removed and replaced with engineered fill from below loading dock wall foundations and their oversize area. C.1.b. Pavement Construction In general, the soils directly below the topsoil fill are anticipated to consist of a mixture of native and previously filled poorly graded sand, poorly graded sand with silt and silty sand, which generally appears to be suitable for support of pavements. Construction directly over undocumented fill includes a risk of settlement due to the unknown nature of placement, consistency and compaction of the fill. However, since grade changes are negligible in the proposed pavement areas and the fill generally appears to have been compacted, the risk of settlement, in our opinion, can be considered limited and reasonable to be assumed by the owner. If the risk is not acceptable, the fill should be removed and replaced with engineered fill. C.1.c. Disturbance of Pavement Subgrades The contractor should note the on-site silty soils are susceptible to disturbance due to repeated construction traffic and/or exposure to precipitation. Disturbance of these soils may cause areas that were previously prepared or suitable for pavement support to become unstable and require addition moisture conditioning, compaction, and/or subcutting. Care should be taken to avoid disturbing the on- site soils. C.1.d. Tennis Court Improvements Typically, tennis court improvements with paved surfaces are very intolerant to settlement and movement related to frost heave due to the potential for tripping hazards caused by cracking and differential pavement movement. From a settlement and frost heave standpoint, the underlying silty sand fill present to at least 4 feet below grade are not well suited for subgrade support in accordance with typical industry standards, and should be removed and replaced with non-frost susceptible materials ISD #882 Project B1609708 December 6, 2016 Page 6 C.1.e. Reuse of On-site Soils Non-organic, on-site sand soils are generally anticipated to be suitable for reuse as fill and backfill below pavements and around loading dock wall foundations, expect for areas requiring a frost-free material or drainage material. However, the on-site soils may require drying or watering to achieve proper compaction. C.2. Site Grading and Subgrade Preparation C.2.a. Loading Dock Wall Excavations We recommend removing existing fill from below the loading dock wall and associated oversize area. Based on the soils encountered in Boring ST-1, excavations to remove existing fill are anticipated to extend to a depth of 9 feet. After removal of existing fill, the underlying poorly graded sand is well suited for support of structural fill and support of the loading dock wall. C.2.b. Parking Lot Pavement Subgrade Preparation For subgrade preparation of new pavement areas, we recommend removal of any topsoil, topsoil fill and organic soils until suitable non-organic soils are encountered. Based on the soils encountered in Borings ST-2 through ST-8, we anticipate excavations to remove topsoil fill to range from 1 to 1 ½ feet deep. After removal of topsoil fill, we anticipate underlying subgrade soils will consist of primarily of silty sand fill with lesser amounts of poorly graded sand and poorly graded sand with silt (SP-SM). If organic soils extend greater than 3 feet below the parking lot pavement subgrades, they may potentially be left in place if a certain amount of risk due to settlement and heave is acceptable to the owner; however; we should review all field conditions prior to leaving organic soils in place below pavements. We recommend that the pavement subgrades be scarified to a depth of at least 6 inches, moisture conditioned, then surface compacted using a smooth drum roller capable of producing a centrifugal force of at least 30,000 pounds. C.2.c. Tennis Court Pavement Subgrade Preparation In addition to the recommendations provided above for parking lot pavement subgrades, and in order to reduce the risk of frost heave and to provide long term serviceability of the tennis court pavements, we recommend removing existing silty sand fill and any other frost susceptible soils noted in the excavations to a minimum depth of 4 feet below the court subgrades. If unsuitable soils are present beyond four feet, we recommend the excavation be extended until these soils are fully removed. However, if the owner ISD #882 Project B1609708 December 6, 2016 Page 7 chooses to accept a slightly increased risk of settlement, consideration could be given to leaving the silty sand fill in place below four feet. Further evaluation of the excavation subgrades by a geotechnical engineer during construction can help further evaluate this risk. C.2.d. General Excavation depths will vary between the boring locations, Portions of the excavations may also be deeper than indicated by the borings. Prior to fill or foundation placement, we recommend all subgrades be reviewed by a geotechnical engineer or qualified technician to observed the bottom soils are suitable for fill and similar to the soils encountered by the borings. C.2.e. Excavation Dewatering If present, we recommend groundwater or accumulated water be removed from excavations or subgrades prior to fill placement or construction. C.2.f. Pavement Subgrade Proofroll After preparing the parking lot and tennis pavement subgrades as described above and prior to the placement of additional fill or aggregate base, we recommend proofrolling the subgrade soils with a fully loaded tandem-axle truck. We also recommend having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate soft or weak areas that will require additional soil correction work to support pavements. The contractor should correct areas that display excessive yielding or rutting during the proofroll, as determined by the geotechnical representative. Possible options for subgrade correction include moisture conditioning and recompaction, subcutting and replacement with soil or crushed aggregate, chemical stabilization and/or geotextiles. We recommend performing a second proofroll after the aggregate base material is in place, and prior to placing bituminous or concrete pavement. Where subgrades consist of clean sand (SP) soils, proofrolling should not be conducted until after placement of the aggregate base C.2.g. Fill Materials and Compaction Table 4 below contains our recommendations for fill materials. ISD #882 Project B1609708 December 6, 2016 Page 8 Table 4. Fill Materials* Locations To Be Used Fill Classification Possible Soil Type Descriptions Gradation Additional Requirements Below wall foundations Below parking lot pavements Below tennis court pavements, more than 4 feet below court Structural fill SP, SP-SM, SM 100% passing 2-inch sieve < 20% passing #200 sieve < 2% Organic Content (OC) Below tennis court pavements, within 4 feet of court Within 2 feet behind loading dock walls Non-frost- susceptible fill GP, GW, SP, SW 100% passing 1-inch sieve < 50% passing #40 sieve < 5% passing #200 sieve < 2% OC Behind loading dock walls, beyond 2 feet Retained fill SP, SW, SP-SM, SW-SM, SM 100% passing 3-inch sieve < 20% passing #200 sieve < 2% OC Below landscaped surfaces, where subsidence is not a concern Non-structural fill 100% passing 6-inch sieve < 10% OC * Fill materials should satisfy the approved Response Action Plan (RAP), or applicable environmental requirements. * More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in periods of wet or freezing weather. We recommend spreading fill in loose lifts of approximately 12 inches thick. We recommend compacting fill in accordance with the criteria presented below in Table 5. The project documents should specify relative compaction of fill, based on the structure located above the fill, and vertical proximity to that structure. Table 5. Compaction Recommendations Summary Reference Relative Compaction, percent (ASTM D698 – Standard Proctor) Moisture Content Variance from Optimum, percentage points < 12% Passing #200 Sieve (typically SP, SP-SM) > 12% Passing #200 Sieve (typically SM) Below wall foundations and oversizing zones 95 ±3 -1 to +3 Within 3 feet of pavement subgrade 100 ±3 -1 to +3 More than 3 feet below pavement subgrade 95 ±3 ±3 Below landscaped surfaces 90 ±5 ±4 Adjacent to loading dock wall 95* ±3 -1 to +3 *Increase compaction requirement to meet compaction required for structure supported by this fill. ISD #882 Project B1609708 December 6, 2016 Page 9 The project documents should not allow the contractor to use frozen material as fill or to place fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing density tests in fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. C.3. Loading Dock Wall The following comments and recommendations may be used in loading dock wall design and construction; however, final design responsibility will rest with the wall design engineer. Subgrade preparation, fill materials and placement of fill for the wall should be performed as describe above in Section C.2. C.3.a. Foundations Assuming the loading dock wall foundations bear in suitable engineered fill, it is our opinion the wall foundations can be designed using a maximum allowable bearing capacity of 4,000 psf. This recommended bearing capacity assumes a geotechnical engineer observes the wall foundation subgrade prior to foundation or fill placement. For frost protection, we recommend embedding wall footings at least 60 inches below the lowest exterior grade. C.3.b. Seepage Control As a precaution against below-grade seepage from perched or infiltrated water, we recommend installing weep holes though the loading dock walls, just above the exterior slab elevation. C.3.c. Wall Backfill Unless a drainage composite in placed against the backs of the exterior walls, we recommend that backfill placed as wall backfill within 2 feet of the wall (drainage zone) consist of sand having less than 50 percent of the particles by weight passing a #40 sieve and less than 5 percent of the particles by weight passing a #200 sieve. Outside of the drainage zone (clean sand backfill or drainage composite), we recommend the backfill of exterior walls consist of sand. ISD #882 Project B1609708 December 6, 2016 Page 10 C.3.d. Lateral Pressures Below-grade wall design can be based on active earth pressure conditions if the walls are allowed to rotate slightly. If rotation cannot be tolerated, then design should be based on at-rest earth pressure conditions. Rotation up to 0.002 times the wall height is generally required when walls are backfilled with sand. Recommended equivalent fluid pressures for wall design based on active and at-rest earth pressure conditions are presented below in Table 6. Assumed wet unit backfill weights, and internal friction angles are also provided. The recommended equivalent fluid pressures in particular assume a level backfill. If additional loads are placed within a horizontal distance behind the walls that is equal to the height of the walls, we should be consulted to review the recommended below grade wall parameters and potential impacts to the wall. Our design values also assume that the walls are drained so that water cannot accumulate behind the walls. Table 6. Recommended Below-Grade Wall Design Parameters Backfill Wet Unit Weight (pcf) Friction Angle (deg) Equivalent Fluid Pressure, Active Case (pcf) Equivalent Fluid Pressure, At-Rest Case (pcf) Sand* 120 32 37 56 *To design for sand backfill, excavations required for wall construction should be wide enough and flat enough so that sand is present within a zone that (1) extends at least two horizontal feet beyond the bottom outer edges of the wall footings (the wall heel, not the stem) and then (2) rises up and away from the wall at an angle no steeper than 60 degrees from horizontal. For the purposes of the above tabulation, sands should meet the gradation requirements of Section C.2.g. Resistance to lateral earth pressures will be provided by passive resistance against the below grade wall footings, and by sliding resistance along the bottoms of the wall footings. We recommend assuming a passive pressure equal to 350 pcf and a sliding coefficient equal to 0.45. C.4. Frost Protection We consider the silty sand to be slightly frost susceptible. While the proposed construction will remove the majority of these soils, unfavorable amounts of heaving could occur if these soils become saturated and freeze. Grading to direct surface drainage away from buildings helps limit the potential for saturation and subsequent heaving to occur. Still, even limited amounts of movement can create tripping hazards. ISD #882 Project B1609708 December 6, 2016 Page 11 One method to help limit the potential for heaving to occur is to remove frost-susceptible soils present below the overlying slab or pavement area down to bottom-of-footing grades, and replace the excavated material with non-frost-susceptible fill. We recommend providing drainage at the base of the subcut, as well as gradual transitions from this subcut (3H:1V or flatter gradient). Figure 1 shows an illustration summarizing some of the recommendations above. Figure 1. Frost Protection Geometry Illustration An alternative method to reduce the risk of heaving is to support the slabs on frost-depth footings, and suspend the slabs at least 4 inches above the underlying subgrade soils. With this alternative, we recommend making accommodations for differential frost heave at transition areas. Over the life of the pavement or slab, cracks may develop and joints may open up, which will expose the subgrade and allow water to enter the subgrade. This water entering the subgrade increases the likelihood of heave. It will be critical that the owner develop a detailed maintenance program to repair any cracks and joints that may develop during the useful life of the various surface features. The maintenance program should pay special attention to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. ISD #882 Project B1609708 December 6, 2016 Page 12 C.5. Parking Lot Pavements and Exterior Slabs C.5.a. Design Sections Our scope of services for this project did not include laboratory tests on subgrade soils to determine an R-value for pavement design. Based on our experience with similar sand soils anticipated at the pavement subgrade elevation, we recommend pavement design assume an R-value of 30. Note the contractor may need to perform limited removal of unsuitable or less suitable soils to achieve this value. Table 7 provides recommended pavement sections, based on the soils support and traffic loads. We based the concrete pavement designs on a modulus of subgrade reaction (k) of 150 pci. Table 7. Recommended Bituminous Pavement Sections Use Light Duty Heavy Duty Minimum asphalt thickness (inches) 1 ½ (wear course) 2 (non-wear course) 2 (wear course) 2 (non-wear course) Minimum concrete thickness (inches) 5 6 Minimum aggregate base thickness under bituminous pavements (inches) 6 8 Minimum aggregate base thickness under concrete pavements (inches) 4 4 C.5.b. Concrete Pavements We assumed the concrete pavement sections in Table 7 will have edge support. We recommend placing an aggregate base below the pavement to provide a suitable subgrade for concrete placement, reduce faulting and help dissipate loads. Appropriate mix designs, panel sizing, jointing, doweling and edge reinforcement are critical to performance of rigid pavements. We recommend you contact your civil engineer to determine the final design or consult with us for guidance on these items. C.5.c. Bituminous Pavement Materials We recommend specifying crushed aggregate base meeting the requirements of Minnesota Department of Transportation (MnDOT) Specification 3138 for Class 5. We recommend that the bituminous wear and base courses meet the requirements of Specifications 2360, Type SP. We recommend the aggregate gradations for the asphalt mixes meet Gradation B for the base course and Gradation B or A for the ISD #882 Project B1609708 December 6, 2016 Page 13 surface course. Gradation A contains a smaller aggregate size than Gradation B and will provide a surface with less visible aggregate, which is desirable for some owners. We recommend the Performance Graded Asphalt cement be a PG 58-28. (If additional resistance to rutting, scuffing and dimpling is desired, we recommend utilizing a PG 64-28. If additional resistance to cold weather cracking is desirable, we recommend utilizing a PG 58-34.) We recommend that the aggregate base be compacted to a minimum of 100 percent of its maximum standard Proctor dry density. We recommend that the bituminous pavement be compacted to at least 92 percent of the maximum theoretical Rice density. C.5.d. Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points, around catch basins, and behind curb in landscaped areas. We also recommend installing drainpipes along pavement and exterior slab edges where exterior grades promote drainage toward those edge areas. The contractor should place drainpipes in small trenches, extended at least 8 inches below the granular subbase layer, or below the aggregate base material where no subbase is present. C.5.e. Performance and Maintenance We based the above pavement designs on a 20-year performance life for bituminous and a 35-year life for concrete. This is the amount of time before we anticipate the pavement will require reconstruction. This performance life assumes routine maintenance, such as seal coating and crack sealing. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. It is common to place the non-wear course of bituminous and then delay placement of wear course. For this situation, we recommend evaluating if the reduced pavement section will have sufficient structure to support construction traffic. Many conditions affect the overall performance of the exterior slabs and pavements. Some of these conditions include the environment, loading conditions and the level of ongoing maintenance. With regard to bituminous pavements in particular, it is common to have thermal cracking develop within the first few years of placement, and continue throughout the life of the pavement. We recommend developing a regular maintenance plan for filling cracks in exterior slabs and pavements to lessen the potential impacts for cold weather distress due to frost heave or warm weather distress due to wetting and softening of the subgrade. ISD #882 Project B1609708 December 6, 2016 Page 14 C.6. Tennis Court Pavements C.6.a. Pavement Section We recommend the following minimum tennis court pavement section: x 1 1/2 inches wear course (SPWEA230C). x 1 1/2 inches non-wear course (SPWEA230C). x 8 inches Class 5 aggregate base. We recommend compacting the aggregate base to a minimum of 100 percent of its maximum standard Proctor dry density or to the requirements of MnDOT Specification 2211.3.D.2.c. (2014) for use of the dynamic cone penetrometer (DCP). We recommend compacting bituminous pavement per the requirements of MnDOT Specification 2360. C.7. Stormwater We estimated infiltration rates for some of the soils we encountered in Borings ST-9 and ST-10 near the proposed stormwater pond area, as listed in Table 8. These infiltration rates represent the long-term infiltration capacity of a practice and not the capacity of the soils in their natural state. Field testing, such as with a double-ring infiltrometer (ASTM D3385), may justify the use of higher infiltration rates. However, we recommend adjusting field test rates by the appropriate correction factor, as provided for in the Minnesota Stormwater Manual or as allowed by the local watershed. We recommend consulting the Minnesota Stormwater Manual for stormwater design. Table 8. Estimated Design Infiltration Rates Based on Soil Classification Soil Type Infiltration Rate * (inches/hour) Sands with less than 12% fines, poorly graded or well graded sands 0.8 Silty sands, silty gravelly sands 0.45 * From Minnesota Stormwater Manual. Rates may differ at individual sites. Fine-grained soils (silts and clays), topsoil or organic matter that mixes into or washes onto the soil will lower the permeability. The contractor should maintain and protect infiltration areas during construction. Furthermore, organic matter and silt washed into the system after construction can fill the ISD #882 Project B1609708 December 6, 2016 Page 15 soil pores and reduce permeability over time. Proper maintenance is important for long-term performance of infiltration systems. This geotechnical evaluation does not constitute a review of site suitability for stormwater infiltration or evaluate the potential impacts, if any, from infiltration of large amounts of stormwater. D. Procedures D.1. Penetration Test Borings We drilled the penetration test borings with a floatation tire-mounted core and auger drill equipped with hollow-stem auger. We performed the borings in general accordance with ASTM D1586 taking penetration test samples at 2 1/2- or 5-foot intervals. The boring logs show the actual sample intervals and corresponding depths. D.2. Exploration Logs D.2.a. Log of Boring Sheets The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials, and present the results of penetration resistance and other in-situ tests performed. The logs also present the results of laboratory tests performed on penetration test samples, and groundwater measurements. We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. D.2.b. Geologic Origins We assigned geologic origins to the materials shown on the logs and referenced within this report, based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance and other in-situ testing performed for the project, (4) laboratory ISD #882 Project B1609708 December 6, 2016 Page 16 test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. D.3. Material Classification and Testing D.3.a. Visual and Manual Classification We visually and manually classified the geologic materials encountered in accordance with ASTM D2488. The Appendix includes a chart explaining the classification system. D.3.b. Laboratory Testing The exploration logs in the Appendix note most of the results of the laboratory tests performed on geologic material samples. The remaining laboratory test results follow the exploration logs. We performed the tests in general accordance with ASTM or AASHTO procedures. D.4. Groundwater Measurements The drillers checked for groundwater while advancing the penetration test borings, and again after auger withdrawal. We then filled the boreholes or allowed them to remain open for an extended period of observation, as noted on the boring logs. E. Qualifications E.1. Variations in Subsurface Conditions E.1.a. Material Strata We developed our evaluation, analyses and recommendations from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth. Therefore, we must infer strata boundaries and thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning should expect the strata to vary in depth, elevation and thickness, away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until performing additional exploration work, or starting construction. If future activity for this project reveals any such variations, you should notify us so that we may reevaluate our recommendations. Such ISD #882 Project B1609708 December 6, 2016 Page 17 variations could increase construction costs, and we recommend including a contingency to accommodate them. E.1.b. Groundwater Levels We made groundwater measurements under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. Note that the observation periods were relatively short, and project planning can expect groundwater levels to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. E.2. Continuity of Professional Responsibility E.2.a. Plan Review We based this report on a limited amount of information, and we made a number of assumptions to help us develop our recommendations. We should be retained to review the geotechnical aspects of the designs and specifications. This review will allow us to evaluate whether we anticipated the design correctly, if any design changes affect the validity of our recommendations, and if the design and specifications correctly interpret and implement our recommendations. E.2.b. Construction Observations and Testing We recommend retaining us to perform the required observations and testing during construction as part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions exposed during construction with those encountered by the borings and provide professional continuity from the design phase to the construction phase. If we do not perform observations and testing during construction, it becomes the responsibility of others to validate the assumption made during the preparation of this report and to accept the construction-related geotechnical engineer-of-record responsibilities. E.3. Use of Report This report is for the exclusive use of the addressed parties. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. ISD #882 Project B1609708 December 6, 2016 Page 18 E.4. Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. Appendix !"" #$% & ' $() * $()* +& ,-./ & ' # ' 01.. 01.. "! "!2 "$ 01.."3"4#2 24 4 43' 01..!3 "4#2 24 44 3' !556.7 6+88"+984#2 24 4 "4 434' , 5/ !556.7 6+88"+98"1.:4#2 24 444 ' , 5/ 9850 5619 ' -;#' - 2&## 3##' 3 #' ;' <' ' ' ' ' ;' ' 8+: "(+.861..6 :9-. ":2&# <=>?"+4+ '@ ,"8 &:3#A&#/.5(+:159" ' ,"2+":$8;;8;46 2B"+($22;/ 8 &#$ $:?58 5619 !0 1 (& !" " !" ##!"$$# %&#%" '() ' * $+,% * !" ##-!" * ! * $( *"3 ' # <' 8& # ' $() * 01.. "!2 "$ "! "!2 "$ 01.."3"4 #4 4' ,:&0/ !556.7 6+88"+98"1.:4#2 24 4434' , 5/ !556.7 6+88"+984#224 444' , 5/ !556.7 6+88"+98"1.:4#2 24 4"4 434' , 5/ 9850 5619 ' -' - 2&# # 3##' 3 #' ' ' ' ' ' ' ' ' 8+: "(+.861..6 :9-. 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":2&# <=>?"+4+ '@ ,"8 &:3#A&#/.5(+:159" ' ,"2+":$8;;8;46 2B"+($22;/ 8 &#$ $:?58 5619 !0 1 (& !" " !" ##!"$$# %&#%" '() ' * $+,% * !" ##-!" * "3 ' # '; 8& # ' Rev. 9/15 Descriptive Terminology of Soil Standard D 2487 Classification of Soils for Engineering Purposes (Unified Soil Classification System) a. Based on the material passing the 3-inch (75mm) sieve. b. If field sample contained cobbles or boulders, or both, add “with cobbles or boulders or both” to group name. c. Cu =D60/D10 C c = (D30) 2 D10 xD60 G ,IVRLOFRQWDLQVVDQGDGG³ZLWKVDQG´WRJURXSQDPH e. Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt GW-GC well-graded gravel with clay GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with clay f. If fines classify as CL-ML, use dual symbol GC-GM or SC-SM. g. If fines are organic, add “with organic fines: to group name. K ,IVRLOFRQWDLQVJUDYHODGG³ZLWKJUDYHO´WRJURXSQDPH i. Sand with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt SW-SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay j. If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay. k. If soil contains 10 to 29% plus No. 200, add “with sand” or “with gravel” whichever is predominant. O ,IVRLOFRQWDLQVSOXV1RSUHGRPLQDQWO\VDQGDGG³VDQG\´WRJURXSQDPH P ,IVRLOFRQWDLQVSOXV1RSUHGRPLQDQWO\JUDYHODGG³JUDYHOO\´WRJURXSQDPH Q 3,DQGSORWVRQRUDERYH³$´OLQH o. PI < 4 or plots below “A” line. p. PI plots on or above “A” lines. q. PI plots below “A” line. Laboratory Tests DD Dry density, pcf OC Organic content, % WD Wet density, pcg S Percent of saturation, % MC Natural moisture content, %SG Specific gravity LL Liquid limit, %C Cohesion, psf PL Plastic limits, %Ø Angle of internal friction PI Plasticity index, %qu Unconfined compressive strength, psf P200 % passing 200 sieve qp Pocket penetrometer strength, tsf Particle Size Identification Boulders................. over 12” Cobbles ................. 3” to 12” Gravel Coarse........... 3/4” to 3” Fine................ No. 4 to 3/4” Sand Coarse........... No. 4 to No. 10 Medium.......... No. 10 to No. 40 Fine................ No. 40 to No. 200 Silt ......................... <No. 200, PI< 4 or below “A” line Clay ......................<No. 200, PI >4 and on or about “A” line Relative Density of Cohesionless Soils Very Loose............. 0 to 4 BPF Loose..................... 5 to 10 BPF Medium dense ....... 11 to 30 PPF Dense.................... 31 to 50 BPF Very dense............. over 50 BPF Consistency of Cohesive Soils Very soft................. 0 to 1 BPF Soft........................ 2 to 3 BPF Rather soft............. 4 to 5 BPF Medium.................. 6 to 8 BPF Rather stiff ............. 9 to 12 BPF Stiff ........................ 13 to 16 BPF Very stiff................. 17 to 30 BPF Hard....................... over 30 BPF Drilling Notes Standard penetration test borings were advanced by 3 1/4” or 6 1/4” ID hollow-stem augers, unless noted otherwise. Jetting water was used to clean out auger prior to sampling only where indicated on logs. All samples were taken with the standard 2” OD split-tube samples, except where noted. Poweraugerboringswereadvancedby4”or6”diameter continuous flight, solid-stern augers. Soil classifications and strata depths were inferred from disturbed samples augered to the surface, and are therefore, somewhat approximate. Hand auger borings were advanced manually with a 1 1/2” or 3 1/4” diameter auger and were limited to the depth from which the auger could be manually withdrawn. BPF:Numbers indicate blows per foot recorded in standard penetration test, also known as “N” value. The sampler was set 6” into undisturbed soil below the hollow-stem auger. Driving resistances were then counted for second and third 6” increments, and added to get BPF. Where they differed significantly, they are reported in the following form: 2/12 for the second and third 6” increments, respectively. WH:WH indicates the sampler penetrated soil under weight of hammer and rods alone; driving not required. WR:WR indicates the sampler penetrated soil under weight of rods alone; hammer weight, and driving not required. TW:TW indicates thin-walled (undisturbed) tube sample. Note:All tests were run in general accordance with applicable ASTM standards. LANDSCAPE ARCHITECTURE SITE PLANNING CIVIL ENGINEERING LANDSCAPE ARCHITECTURE SITE PLANNING CIVIL ENGINEERING LANDSCAPE ARCHITECTURE SITE PLANNING CIVIL ENGINEERING LANDSCAPE ARCHITECTURE SITE PLANNING CIVIL ENGINEERING BASEPOINT 1 -PROPERTY LINE POINTOF TANGENCYLANDSCAPE ARCHITECTURE SITE PLANNING CIVIL ENGINEERING LANDSCAPE ARCHITECTURE SITE PLANNING CIVIL ENGINEERING LANDSCAPE ARCHITECTURE SITE PLANNING CIVIL ENGINEERING925924.6 ?????? ME??? MELANDSCAPE ARCHITECTURE SITE PLANNING CIVIL ENGINEERING925924.6 LANDSCAPE ARCHITECTURE SITE PLANNING CIVIL ENGINEERING925924.6 LANDSCAPE ARCHITECTURE SITE PLANNING CIVIL ENGINEERINGbreaches925924.6 ?????? ME??? MELANDSCAPE ARCHITECTURE SITE PLANNING CIVIL ENGINEERING925924.6 LANDSCAPE ARCHITECTURE SITE PLANNING CIVIL ENGINEERING925924.6 LANDSCAPE ARCHITECTURE SITE PLANNING CIVIL ENGINEERING LANDSCAPE ARCHITECTURE SITE PLANNING CIVIL ENGINEERING EXISTING BRICKBUILDINGEXISTINGSTOREFRONTCONCRETELOADING DOCKPOUREDCONCRETE WALLCHAIN LINKGATE WITHDARK BROWNSLATSMETAL COILINGDOORHOLLOW METALDOOR, DARK BROWNCHAIN LINKGATE WITHDARK BROWNSLATSPOUREDCONCRETE WALLC:\Users\grippl\Documents\152248_CENTRAL_grippl@woldae.com.rvt2/3/2017 12:57:06 PMIndependent School District #882Monticello Middle School Renovation - Phase IIComm No: 152248S:\ISD882\Monticello Middle School\152248 - Middle School (PH II)\02_ARCH\Revit\152248_CENTRAL.rvtLOADING DOCK -COLOR ELEVATION0 1/4" = 1'-0"NEW LOADING DOCK - COLOR ELEVATION13' 6'CITY SUBMITTAL02/06/2017 October 2016 City of Monticello – Stormwater Site Plan Review A Stormwater Management Plan is required for: - Any land disturbing activity that may ultimately result in the addition of one acre or greater of impervious surfaces, including smaller individual sites that are part of a common plan of development that may be constructed at different times. - The construction of any new public or private road; or - Any land disturbance activity, regardless of size, that the City determines is likely to cause an adverse impact to an environmentally sensitive area or other property. Submittals Received Date Document Author 02/06/17 Monticello Phase II, Land Use Application Submittal Wold Architects and Engineers Packet Contents Reviewed: - Project Narratives & Tabulation Box - Storm Water Pollution Prevention Plan (01/23/17, prepared by Anderson-Johnson Associates, Inc.) - Monticello Middle School Storm Water Management Report (02/03/17, prepared by Anderson-Johnson Associates, Inc.) - Geotechnical Report (12/16/16, prepared by Braun Intertec) 02/23/17 Storm Water Management Report (Revised) Anderson-Johnson Associates, Inc. 01/27/17 Grading Plan – East Parking Wold Architects and Engineers 01/27/17 Grading Plan - Tennis Wold Architects and Engineers General Site Plan Yes  No  1. Scale of Survey. Minimum scale 1” = 50’. Maximum size plan sheet 24” x 36” ☒ ☐ Address: Monticello Middle School 800 Broadway St E Monticello, MN 55362 Permit No: PID: Date Approved: Date Received: 02/06/17 & 02/23/17 Signature: Site Size (acres): 31.514 Area of Disturbance(acres): 3.9 Existing Impervious (acres): 15.767 Proposed Impervious (acres): 16.684 October 2016 2. Survey signed by a registered survey with elevations in NGVD-1929 datum for the following locations:  Each lot corner ☐ ☒  Grade elevation at the foundation and elevation of top of foundation of structures on adjacent lots ☒ ☐  Grade elevation at the foundation, elevation of top of foundation and garage floor of proposed new construction ☐ ☐  Lowest point of entry (i.e. door sill or top of window well) of proposed and existing construction ☐ ☒  Lowest floor of proposed and existing construction ☐ ☒ 3. Any proposed retaining wall must have a top and bottom elevation and bottom elevation would be finish grade. Also, no retaining wall is allowed to be built on private property ☐ ☐ 4. Retaining walls greater than 4.0 feet in height have been designed and certified by a licensed professional engineer and a building permit has been acquired ☐ ☐ 5. All drainage and utility easements are shown? ☐ ☒ 6. Easements are clear of any encroachments? ☐ ☐ 7. New curb cuts proposed? ☐ ☒ 8. If new curb cut is proposed, stamp all survey maps with the curb cut stamp. Also, write a note on the Residential Plan & Routing Approval form reminding the builder that a curb cut permit is required if the driveway is moved or a new driveway is added ☐ ☐ 9. Low floor a minimum of 4.25’ (feet) above the sanitary sewer invert elevation ☐ ☐ Comments: Items not checked were NA for this project. Two garages and a corner of the Ice Arena are shown on Sheet C1.32, lowest floor elevations are not shown. A complete plan set, signed by a Professional Engineer, remains outstanding for review. In addition, the signature page for the updated Storm Water Management Report dated 02/23/17 was only signed for the previous submittal on 02/03/17 (inaccurately shown as 02/03/15). The final Storm Water Management Report with a current signature will be reviewed upon receipt. Erosion/Sediment Control Plan Yes  No  1. SWPPP notes provided on the plan ☐ ☐ 2. Temporary stabilization measures provided ☐ ☐ 3. Erosion control blankets provided on all slopes greater than 3:1 ☐ ☐ 4. Perimeter Control i.e., Silt Fence, Filter Log, etc. ☐ ☐ 5. Phasing for sites that are ≥ 1 acre ☐ ☐ 6. CB Inlet Protection ☐ ☐ 7. Dewatering ☐ ☐ 8. Sediment control ☐ ☐ 9. Waste control ☐ ☐ 10. Concrete washout ☐ ☐ 11. Rock entrance ☐ ☐ 12. Street sweeping schedule ☐ ☐ 13. Permanent restoration plan ☐ ☐ 14. Erosion protection at all outlet pipes ☐ ☐ 15. SWPPP includes an erosion and sediment control inspection schedule and per son responsible for maintenance ☐ ☐ Comments: An Erosion Control Plan corresponding to the final design has not yet been submitted for review. October 2016 Stormwater Management Plan Yes  No  1. Delineation maps for existing and proposed conditions ☒ ☐ 2. Modeling calculations for existing and proposed conditions using Atlas 14 storm events with an MSE3 type distribution .  2 year 24 hr. (2.84”), 10 year 24 hr. (4.22”), 100 (6.87”), 10-day snowmelt (7.2”) ☐ ☒  Modeled direct connected impervious separate ☐ ☐ 3. Off-site drainage included ☒ ☐ 4. Wetlands shown on plans and wetland permitting completed ☐ ☐ 5. Pretreatment ☒ ☐ 6. Skimmer structures provided on the outlets of all ponds. ☐ ☐ 7. Soil borings ☒ ☐ 8. Design Infiltration Rate Determination – Geotechnical Report or Infiltration Testing provided ☒ ☐ 9. Seasonal High Water Elevation ☒ ☐ 10. Open channel flow calculations ☐ ☒ 11. Storm sewer calculations – 10 year event ☐ ☐ 12. Narrative describing the following: a. Existing Conditions: b. Proposed Conditions: c. Stormwater Management for Proposed Site: Comments: Items not checked are NA for this project. A final design for stormwater management has not yet been submitted. Upon receipt of each of the submittals, there was communication with the Engineer asking for outstanding information required for this review. Each of the twelve items listed above must be submitted in order to determine of City stormwater requirements ar e met. The Engineer indicated on March 1, 2017 that the design for the infiltration areas has not been finalized. Water Quality and Volume Reduction “The City of Monticello has adopted MPCA Minimal Impact Design Standards in Chapter 4 of Monticello Zoning Ordinance Section 4.10. MIDs Infiltration design criteria as described in the MPCA Stormwater Manual shall be followed for the proposed project.” Yes  No  1. Volume control provided as per the City’s Engineering Design Standards and MIDS (1.1” over new impervious surface) ☐ ☐ 2. Impervious area equal to or greater than the net increase in impervious surface is routed through infiltration BMP ☐ ☐ 3. Sequencing provided for alternatives where infiltration is infeasible ☐ ☐ 4. Required Volume Reduction: 5. Provided Volume Reduction: 6. Separation to groundwater and/or bedrock is a minimum of 3 feet from bottom of infiltration BMP ☐ ☐ 7. Drawdown time for infiltration BMP is within 48 hours ☐ ☐ October 2016 8. Proposed ponds meet or exceed NURP design criteria ☐ ☐ 9. If infiltration of 1.1” is not feasible, water quality goals are met with NURP pond on site? ☐ ☐ Comments: Upon receipt of each of the submittals, there was communication with the Engineer asking for outstanding information required for this review. Each of the eight items listed above must be submitted in order to determine of City stormwater requirements are met. The Engineer indicated on March 1, 2017 that the design for the infiltration areas has not been finalized. Rate Control Yes  No  1. Peak Proposed Discharge Rates < Existing ☐ ☐ 2. Existing infrastructure can accommodate peak discharge rates for 10 year storm? ☐ ☐ 3. Existing infrastructure and EOF for proposed 100 year peak discharge rate? ☐ ☐ 4. Proposed flow patterns do not create flooding impacts for structures adjacent to the property? ☐ ☐ Comments: Conformance with rate control will be determined upon receipt of the final design and planset from the Engineer. Freeboard Yes  No  1. Building Opening:  2’ above the critical 100-yr HWL of local basins, wetlands, & infiltration basins ☐ ☐  2’ above EOF of local basins, wetlands, & infiltration basins ☐ ☐  2’ above the 100-yr flow elevation of a swale or channel at the point where the swale channel is closest to the building ☐ ☐ 2. Low Floor Elevation:  2’ above the critical 100-yr HWL of major basins ☐ ☐  2’ above EOF of major basins ☐ ☐  For landlocked basins: 2’ above the HWL from back to back 100-yr rainfalls or 2’ above the HWL from the 100-yr 10-day snowmelt, whichever is higher. Starting elevation of the basin/waterbody prior to runoff is one of the following: o Existing Ordinary High Water level established by the Minnesota Department of Natural Resources ☐ ☐ o Annual water balance calculation approved by the City ☐ ☐ o Local observation well records, as approved by the City ☐ ☐ o Mottled soil ☐ ☐ Comments: Conformance with freeboard criteria will be determined upon receipt of the final design and planset from the Engineer. In addition, all low opening and lowest floor elevations for adjacent structures need to be clearly shown in the planset. Planning Commission Agenda: 3/07/17 1 3A. Community Development Director’s Report. 1. Planning Commission Recommendations The City Council took the following action at its meeting of February 13th as related to items on the February agenda of the Planning Commission:  Consideration of adoption of the Monticello 2017 Official Zoning Map City Council approved the Monticello 2017 Official Zoning Map unanimously as part of the consent agenda.  Consideration of a request for simple subdivision resulting in two buildable parcels in the R-1 (Single-Family Residence) District to facilitate right of way for 7th Street/Fallon Avenue, per City Ordinance Title 11, Chapter 1, Section 7 City Council approved the simple subdivision unanimously as part of the consent agenda. The City Council took the following action at its meeting of February 27th as related to the following item on the February agenda of the Planning Commission:  Consideration of a request for amendment to Conditional Use Permit for Development and Final Stage Planned Unit Development for multi-tenant specialty dental facility in a B-4 (Regional Business) District Applicant: bdh + young City Council approved the item unanimously as part of the consent agenda. 2. Downtown Small Area Study Update The second meeting of the committee is scheduled for Thursday, March 2nd at 4:30 PM at the Monticello Community Center, Academy Room. An open house on the progress of the Small Area Plan is scheduled for March 30th, 2017. The time is to be determined and more information will be made available on the City website. 3. Art Parks Grant Application The Monticello City Council approved participation in a grant application to ArtPlace for the purpose of developing three art parks within the downtown Monticello Area. The grant focus puts the arts at the center of economic development for the successful revitalization of cities and towns. The grant application for Monticello includes the following proposed components: Planning Commission Agenda: 3/07/17 2 a. Creation of 3 art parks within the downtown - small footprint spaces designed to encourage residents and visitors to walk and explore b. The park spaces will be venues for arts, cultural, and community programming c. The spaces would display public art, some of which would be provided by the grant; the goal would be to accommodate a rotation of art and art generated by the community programming d. Encouragement of a “creative collation” of local talent to sustain the art, events and programs The grant application was made by Sue Seeger, a local artist who has worked with the City on other projects. The grant request was for the full available amount of $500,000 and requires no match by the city. It is anticipated that the City will know the outcome of the application by May, 2017.