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HomeMy WebLinkAbout20140715 Applications/stormwater report - Application - 500 GREAT POND ROAD 5/1/2014 The Morin-Cameron MINE r 1-- CIVIL ENGINEERS • LAND SURVEYORS • ENVIRONMENTAL CONSULTANTS • LAND USE PLARNERS 447 Boston Street(U.S. Route 1), Topsfield, MA 01983 978.887.8586 FAX 978.887.3480 WATERSHED SPECIAL PERMIT & SITE PLAN REVIEW NORTH ANDOVER COUNTRY CLUB PARKING AREA & PRACTICE FACILITY EXPANSION 500 GREAT POND ROAD NORTH ANDOVER, MASSACHUSETTS MAY 1, 2014 Cover Letter Watershed Special Permit & Site Plan Review Applications Stormwater Management Summary Checklist for Stormwater Report §MtStormwater Calculations Construction Period Pollution Prevention Plan Long Term Pollution Prevention Plan Illicit Discharge Compliance Statement j Figures s �..Q The Morin-Cameron May 1, 2014 North Andover Planning Board C/O Mr. Curt Beltavance, AICP Community Development Director 1600 Osgood Street North Andover, MA 01845 Re: Project Summary for North Andover Country Club Parking Area and Practice Facility Expansion Project Groundwater Protection District Special Permit & Site Plan Review Dear Members of the Board: On behalf of Mr. Michael Reed, President of the Board of Governors of the North Andover Country Club (NACC), The Morin-Cameron Group, Inc. (MCG) is pleased to provide you with an application for Watershed Special Permit and Site Plan Review for a proposed expansion of the existing parking area and practice facilities. Included herewith are the following: • Plan set entitled "Practice Facility & Parking Lot Expansion Prepared For North Andover Country Club, 500 Great Pond Road, North Andover, Massachusetts, Sheets 1-4" prepared by MCG on May 1, 2014. • "Drainage Report and Stormwater Management Plan" prepared by MCG on May 1, 2014. NACC proposes to expand the existing parking facility located on the south-east side of Great Pond Road, opposite the club house, in an effort to alleviate traffic congestion on the public road during club events. Currently, vehicles can legally park along Great Pond Road on both sides of the road. It is not unusual for 15 to 20 vehicles to queue along the side of the road. The parked vehicles constrict access along the roadway making it difficult for regular traffic and emergency vehicles to pass the facility. The club regularly hires police details to mitigate traffic during events, however, this is only a short term patch for the parking problem. Vehicles also regularly get stuck on the side of the road were the shoulder drops off abruptly. NACC recognizes that this traffic problem not only impacts its members and patrons but also the public and the neighborhood where it has been established for over 100 years. In a costly effort to improve traffic conditions on the public road during events, NACC is proposing to expand their parking facility. The proposed expansion will result in the creation of an additional 23 parking spaces on the premises and 4 parking spaces along a widened portion of the roadway for a total of 27 new parking spaces. It will also help facilitate traffic more efficiently between the public road and the site by creating defined curb cuts. As a result of the parking area expansion, the existing putting green must be relocated. This will occur to the north-east of the parking area where it will be enlarged and made accessible by a new golf cart path and golf cart parking area. The club also proposes to add a new short game CIVIL ENGINEERS • LAND SURVEYORS • ENVIRONMENTAL CONSULTANTS • LAND USE PLANNERS 447 Boston Street (U.S. Route 1), Topsfield, MA 01983 978.887.8586 FAX 978.887.3480 Providing Professional Services Since 1978 www.morincameron.com North Andover Planning Board Page 2 May 1, 2014 practice area which wilt feature a short fairway and sand trap to the south-east of the practice green. Lastly, a 4t" paddle tennis court is proposed for construction to complete the quad originally conceptualized by the club in the mid-90's. The club has retained Forbes Golf Design, LLC of Derry, NH to ensure that the quality of the practice facility is on par with modern golf course architecture and construction practices. As you are aware, the entire premise is located within the Groundwater Protection Overlay District. The parking area is also constrained with wetland resource areas to the west, south and east and Lake Cochichewick to the north of the club house. These constraints make it infeasible, or will be less desirable, to expand the parking area in any other location than as proposed. The enclosed application and supporting materials document how the above described project, as proposed, will result in a significant improvement to surface water quality, groundwater recharge and the interests of the groundwater protection overlay district for the premise and also portions of the public roadway in front of the club house. Please be advised that the project proponent has filed a simultaneous Notice of Intent application with the Conservation Commission for work within the 100-foot buffer zone and a request for approval of public parking spaces with the Board of Selectmen. A Technical Review Committee meeting was held with town staff to review the project plans on March 26, 2014. We look forward to discussing the application further at the Planning Board public hearing. If you have any questions or comments, please do not hesitate to contact the undersigned at (978) 887-8586. Sincerely, ,f THE MORM-CAMERON GROUP, INC. Scot P. Camero , P.E. Prinipal S PC/km m Attachments cc: North Andover Country Club X:\NACC\3006\Docs\PB\2014 05-01 VTR SP-SPR.docx p03dTH r I �SSAC" PLANNING DEPARTMENT Community Development Division Special Permit— Watershed Permit Application Please type or print clearly. 1. Petitioner: North Andover Country Club Petitioner's Address: 500 Great Pond Road Telephone number: 978-687-7414 2. Owners of the Land: North Andover Country Club Address: 500 Great Pond Road North Andover MA 01845 Number of years of ownership: 105+/- 3. Year lot was created: 1906+/- 4. Is the lot currently on septic or sewer: Septic If on sewer,please provide date the sewer connection was completed: 5. Description of Proposed Project: Parking area and practice facility expansion(see attached cover letter). 6. Description of Premises: Golf course/tennis club 7. Address of Property Being Affected 500 Great Pond Road Zoning District: R1 and Watershed Protection District Assessors Map: 64 Lot# 6&7 Registry of Deeds: Book#:' 805 Page#: 92 8. Existing Lot: Lot Area(Sq.Ft) 73.8 acres+/- Building Height N/A Street Frontage: 1,495feet+/- Side Setbacks: N/A Front Setback: N/A Rear Setback: N/A Floor Area Ratio: N/A Lot Coverage: N/A 9. Proposed Lot(if applicable): Lot Area(Sq.Ft) N/A Building Height Page 1 of 2 1600 Osgood Street,North Andover,Bldg.20, Suite 2-36 Planning Dept.,Massachusetts 01845 Phone 978.688.9535 Fax 978.688.9542 Web www.townofnorthandover.com Edited 8/6/07 Street Frontage: Side Setbacks: Front Setback: Rear Setback: Floor Area Ratio: Lot Coverage: 10. Required Lot(as required by Zoning Bylaw): Lot Area(Sq.Ft) 87,120sf Building Height 35' Street Frontage: 175' Side Setbacks: 30' Front Setback: 30' Rear Setback: 30' Floor Area Ratio: N/A Lot Coverage: NJA 11. Existing Building(if applicable): Ground Floor(Sq.Ft.) N/A #of Floors: Total Sq.Ft. Height: _ Use: Type of Construction 12. Proposed Building: Ground Floor(Sq.Ft.) N/A #of Floors: Total Sq.Ft, Height: Use: Type of Construction 13. Has there been a previous application for a Special Permit from the Planning Board on these premises? Yes If so,when and for what type of construction? Januax2012—Tennis Courts 14. Section of Zoning Bylaw that Special Permit Is Being Requested 4.136(3)(a)(ii)(1).4.136(3)(b)(ii).(1).4.136(3)(o0i)(1.2&5) 15. Petitioner and Landowner signature(s): Every application for a Special Permit shall be made on this form which is the official form of the Planning Board. Every application shall be filed with the Town Clerk's office. It shall be the responsibility of the petitioner to furnish all supporting documentation with this application. The dated copy of this application received by the Town Clerk or Planning Office does not absolve the applicant from this responsibility. The petitioner shall be responsible for all expenses for filing and legal notification. Failure to comply with application requirements, as cited herein and in the Planning Board Rules and Regulations may result in a dismissal by the Planning Board of this application as incomplete. Petitioner's Signature: . �- Print or type name here:Michael Reed,President of the Board of Governors Owner's Signature: Print or type name here: Michael Reed.President of the Board of Governors 16, Please list title of plans and documents you will be attaching to this application, Practice Facility&Parking Lot Expansion prepared for the North Andover Country Club(dated May 1, 2014) &Drainage Report&Stormwater Management Plan(dated May_1, 2014) Page 2 of 2 1600 Osgood Street,North Andover,Bldg.20,Suite 2-36 Planning Dept.,Massachusetts 01845 Phone 978.688.9535 Fax 978,688,9542 Web www townofnorthandover.com Edited 8/6/07 Form W-9(Rev.11-2005) e The U.S.grantor or other owner of a grantor trust and not Incorrect 3.The IRSTIN tells the requester that you furnished an the trust,and s The U.S.trust(other than a grantor trust)and not the 4.The IRS tells ydu that you are subject to backup beneficiaries of the trust, withholding because you did not report all your Interest and dividends on your tax return(for reportable Interest and Foreign person.If you are a foreign person,do not use dividends only),or Form W-9.Instead,use the appropriate Form W-8(see 5.You do not certify to the requester that you are not Publication 515,Withholding of Tax on Nonresident Aliens subject to backup withholding under 4 above(for reportable and Foreign Entities). interest and dividend accounts opened after 1983 only). Nonresident alien who becomes a resident alien. Certain payees and payments are exempt from backup Generally,only a nonresident alien individual may use the withholding.See the Instructions below and the separate terms of a tax treaty to reduce or eliminate U.S.tax on instructions for the Requester of Form W-9. certain types of income.However,most tax treaties contain a provision known as a"saving clause."Exceptions specified Also see Special rules regarding partnerships on page 1. In the saving clause may permit an exemption from tax to Pena{ties continue for certain types of income even after the recipient has otherwise become a U.S.resident alien for tax purposes. Failure to furnish TIN.if you fall to furnish your correct TIN if you are a U.S.resident alien who Is relying on an to a requester,you are subject to a penalty of$50 for each exception contained in the saving clause of a tax treaty to. such failure unless your failure Is due to reasonable cause claim an exemption from U.S.tax on certain types of income, and not to willful neglect. ' you must attach a statement to Form W-9 that specifies the Civil penalty for false information with respect to following five Items: withholding.if you make a false statement with no 1.The treaty country,Generally,this must be the same reasonable basis that results In no backup withholding,you treaty under which you claimed exemption from tax as a are subject to a$500 penalty. nonresident alien. Criminal penalty for falsifying information.Willfully 2.The treaty article addressing the income. falsifying certifications or affirmations may subject you to 3.The article number(or location)in the lino treaty that criminal penalties Including fines and/or.Imprisonment. contains the saving clause and its exceptions. Misuse of TINS,if the requester discloses or uses TINS In 4.The type and amount of income that qualifies for the violation of federal law,the requester may be-subject to civil exemption from tax. and criminal penalties. 5.Sufficient facts to justify the exemption from tax under Specific instructions ' the terms of the treaty article. Example.Article 20 of the U.S:China income tax treaty Name allows an exemption from tax for scholarship Income If you are an individual,you must generally enter the name received by a Chinese student temporarily present In the shown on your Income tax return,However,if you have United States.Under U.S.law,this student will become a changed your last name,for Instance,due to marriage resident alien for tax purposes ff his or heir stay in the United without Informing the Social Security Administration of the States exceeds 5 calendar years.However,paragraph 2 of name change,enter your first name,the last name shown on, the first Protocol to the U.S.-China treaty(dated April 30, your social security card,and your new last name. 1984)allows the provisions of Article 20 to continue to apply If the account Is in joint names,list first,and then circle, even after the Chinese student becomes a resident alien of the name of the person or entity whose number you entered the United States.A Chinese student who qualifies for this In part I of the form. •exception(under paragraph 2 of the first protocol)and is relying on this exception to claim an exemption from tax on Sole proprietor,Enter your individual name as shown on his or her scholarship or fellowship Income would attach to your income tax return on the"Name"line.You may enter Form W-9 a statement that includes the Information your business,trade,or"doing business as(DBA)"name on described above to support that exemption. the"Business name"line. if you are a nonresident alien or a foreign entity not subject- Limited liability company(LLC).If you are a single-member to backup withholding,give the requester the appropriate LLC(including a foreign LLC with a domestic owner)that is completed Form W-8. disregarded as an entity separate from Its owner under What is backup withholding?Persons making certain Treasury regulations section 301.7701-3,enter the owner's payments to you must under certain conditions withhold and name on the"Name"line,Enter the LLC's name on the pay to the IRS 2836 of such payments(after December 31, "8ufilingsiness name"Tins.Chock the appropriate box far your then check 2002),This Is called"backup withholding"Payments that the box for (sole proprietor, enter�IlC'�In the spa a provided. may be subject to backup withholding Include Interest, dividends,broker and barter exchange transactions,rents, Other entities.Enter your business name as shown on royalties,nonempioyee pay,and certain payments from required federal tax documents on the"Name"line.This fishing boat operators.Real estate transactions are not name should match the name shown on the charter or other subject to backup withholding. legal document creating the entity.You may enter any You will not be subject to backup withholding on payments business,trade,or DBA name on the"Business name"line. you receive If you give the requester your correct TIN,make Note.You are requested to check the appropriate box for the proper certifications,and report all your taxable interest your status(Individual/sole proprietor, oration,etc.). and dividends on your tax return. Exempt From Backup Withholding Payments you receive will be subject to backup withholding If: If you are exempt,enter your name as described above and I.You do not furnish your TIN to the requester, check the appropriate box for your status,then check the 2.You do not certify your TIN when required(see the Part "Exempt from backup withholding"box in the line following 11 instructions on page 4 for details), the business name,sign and date the form. Abutter to Abutter( ) Building Dept. ( ) Conservation ( X ) Zoning ( ) REQUIREMENT: MGL 40A,Section 11 states in part"Parties in Interest as used in this chapter shall mean the petitioner, abutters,owners of land directly oppositeon any public or private way,and abutters to abutters within three hundred(300)feet of the property line of the petitioner as they appear on the most recent applicable '.. tax list,not withstanding that the land of any such owner is located in another city or town,the planning board of the city or town,and the planning board of every abutting city or town." Subiect Property: MAP PARCEL Name Address 64 6&7 North Andover Country Club P.O.Box 99,500 Great Pond Road,North Andover,MA 01845 63 12 North Andover Country Club P.O.Box 99,500 Great Pond Road,North Andover,MA 01845 Abutters Properties Map Parcel Name Address 37.A 29 Old North Andover Realty Trust 69 Old Village Lane,North Andover,MA 01845 63 11 Southern NE United Methodist Church P.O.Box 249 Lawrence,MA 01840 63 13 Christopher Waterman 611 Great Pond Road,North Andover,MA 01845 63 25 John Gianakouras 625 Great Pond Road,North Andover,MA 01845 63 27 ICB Realty Trust 673 Great Pond Road,North Andover,MA 01845 63 38 William Macnally 295 Brentwood Circle,North Andover,MA 01845 63 41 James O'Book 281 Brentwood Circle,North Andover,MA 01845 64 3&42 Rose Sandoval 171 Brentwood Circle,North Andover,MA 01845 64 9&64 Town of North Andover 120 Main Street,North Andover,MA 01845 64 17 Daniel Hennessy 505 Great Pond Road,North Andover,MA 01845 64 22 Edward Nieburger 200 Common Street,Lawrence,MA 01840 64 43 Robert Kohalmi 191 Brentwood Circle,North Andover,MA 01845 64, 44 Timothy Galvin 205 Brentwood Circle,North Andover,MA 01845 64 45 Lazzaro Modigiani 217 Brentwood Circle,North Andover,MA 01845 64 46 James Roop 229 Brentwood Circle,North Andover,MA 01845 64 47 Brentwood Circle Realty Trust 245 Brentwood Circle,North Andover,MA 01845 64 48 Erik Fladager 257 Brentwood Circle,North Andover,MA 01845 64 49 Brendan Norton 269 Brentwood Circle,North Andover,MA 01845 64 67 Anne Issenberg 173 Coachmans Lane,North Andover,MA 01845 64 71 John McDermott 475 Great Pond Road,North Andover,MA 01845 64 72 Sean Dowling 257 Bridle Path,North Andover,MA 01845 64 74 Denise Grasso 245 Bridle Path,North Andover,MA 01845 64 75 Scott Dell'Orfano 44 Country Club Circle,North Andover,MA 01845 64 150 Donald Stanley 58 Country Club Circle,North Andover,MA 01845 64 151 Bernard Kelly 61 Country Club Circle,North Andover,MA 01845 Lake Cochichewick Commonwealth of Massachusetts 100 Cambridge Street,Boston MA 02114 This certifies that the names appearing on the records of the Assessors a as of Certified by: ate t%ORTN GfKt`"eD /6�+�8 O t p Art.RPP`"t� as , �ssJiCHklS� PLANNING DEPARTMENT Community Development Division Special Permit— Site Plan Review Application Please type or print clearly. 1. Petitioner: North Andover Country Club Petitioner's Address:500 Great Pond Road North Andover MA 01845 Telephone number: 978-687-7414 2. Owners of the Land: North Andover Country Club Address: 500 Great Pond Road North Andover MA 01845 Number of years of ownership:105 +/- 3. Year lot was created: 1906 +/- 4. Description of Proposed Project: Parking area & practice facility expansion. 5. Description of Premises: Golf course/tennis club 6. Address of Property Being Affected: 500 Great Pond Road Zoning District: R1 and Watershed Protection District Assessors Map: Map 64 Lot#: 6 &7 Registry of Deeds: Book#: 805 Page#: 92 7. Existing Lot: Lot Area (Sq. Ft) 73.8 acres+/- Building Height N/A Street Frontage: 1,495feet+/- Side Setbacks: N/A Front Setback: N/A Rear Setback: N/A Floor Area Ratio: N/A Lot Coverage: N/A 8. Proposed Lot(if applicable): Lot Area (Sq. Ft): N/A Building Height: Street Frontage: Side Setbacks: Front Setback: Rear Setback: Floor Area Ratio: Lot Coverage: Page 4 of 6 1600 Osgood Street, North Andover, Bldg.20, Suite 2-36 Planning Dept., Massachusetts 01845 Phone 978.688.9535 Fax 978.688.9542 Web www.townofnorthandover.com 9. Required Lot(as required by Zoning Bylaw): Lot Area(Sq, Ft) 87,120sf Building Height 35' Street Frontage: 175' Side Setbacks: = Front Setback: 30' Rear Setback: 30' Floor Area Ratio: N/A Lot Coverage: NIA 10, Existing Building(if applfcable): Ground Floor(Sq. Ft.):N/A #of Floors: Total Sq. Ft.: Height: Use: Type of Construction: 11, Proposed Building: Ground Floor(Sq. FQ:N/A #of Floors: Total Sq. Ft.: Height: Use: Type of Construction: 12. Has there been a previous application for a Special Permit from the Planning Board on these premises? Yes If so,when and for what type of construction?January 4, 2012—Tennis Courts 13. Section of Zoning Bylaw that Special Permit Is Being Requested 8.3.2(a)(iii} 14. Petitioner and Landowner signature(s): Every application for a Special Permit shall be made on this form, which is the official form of the Planning Board. Every application shall be filed with the`town Clerk's office. It shall be the responsibility of the petitioner to furnish all supporting documentation with this application. The dated copy of this application received by the Town Clerk or Planning Office does not absolve the applicant from this responsibility. The petitioner shall be responsible for all expenses for filing and legal notification. Failure to comply with application requirements, as cited herein and in the Planning Board Rules and Regulations may result in a dismissal by the Planning Board of this application as incomplete. Petitioner's'Signature: Print or type name here: Michael Reed. President of the Board of Governors Owner's Signature: ( J& Print or type name here:Michael Reed President of the Board of Governors 15. Please list title of plans and documents you will be attaching to this application. Practice Facility& Parking Lot Expansion prepared for the North Andover Country Club(dated May 1 2014) &Drainage Report&Stormwater Management Plan (dated May 1 2014) Page 5 of 6 1600 Osgood Street, North Andover, Bldg.20, Suite 2-36 Planning Dept,, Massachusetts 01845 Phone 978,688.9535 Fax 978.688.9542 Web www.townofnorthandover.com Abutter to Abutter( ) Building Dept. ( ) Conservation ( X ) Zoning ( ) REQUIREMENT: MGL 40A,Section 11 states in part"Parties in Interest as used in this chapter shall mean the petitioner, abutters,owners of land directly oppositeon any public or private way,and abutters to abutters within three hundred(300)feet of the property line of the petitioner as they appear on the most recent applicable '... tax list,not withstanding that the land of any such owner is located in another city or town,the planning board of the city or town,and the planning board of every abutting city or town." Subiect Property: MAP PARCEL Name Address 64 6&7 North Andover Country Club P.O.Box 99,500 Great Pond Road,North Andover,MA 01845 63 12 North Andover Country Club P.O.Box 99,500 Great Pond Road,North Andover,MA 01845 Abutters Properties Map Parcel Name Address 37.A 29 Old North Andover Realty Trust 69 Old Village Lane,North Andover,MA 01845 63 11 Southern NE United Methodist Church P.O.Box 249 Lawrence,MA 01840 63 13 Christopher Waterman 611 Great Pond Road,North Andover,MA 01845 63 25 John Gianakouras 625 Great Pond Road,North Andover,MA 01845 63 27 ICB Realty Trust 673 Great Pond Road,North Andover,MA 01845 63 38 William Macnally 295 Brentwood Circle,North Andover,MA 01845 63 41 James O'Book 281 Brentwood Circle,North Andover,MA 01845 64 3&42 Rose Sandoval 171 Brentwood Circle,North Andover,MA 01845 64 9&64 Town of North Andover 120 Main Street,North Andover,MA 01845 64 17 Daniel Hennessy 505 Great Pond Road,North Andover,MA 01845 64 22 Edward Nieburger 200 Common Street,Lawrence,MA 01840 64 43 Robert Kohalmi 191 Brentwood Circle,North Andover,MA 01845 64 44 Timothy Galvin 205 Brentwood Circle,North Andover,MA 01845 64 45 Lazzaro Modigiani 217 Brentwood Circle,North Andover,MA 01845 64 46 James Roop 229 Brentwood Circle,North Andover,MA 01845 64 47 Brentwood Circle Realty Trust 245 Brentwood Circle,North Andover,MA 01845 64 48 Erik Fladager 257 Brentwood Circle,North Andover,MA 01845 64 49 Brendan Norton 269 Brentwood Circle,North Andover,MA 01845 64 67 Anne Issenberg 173 Coachmans Lane,North Andover,MA 01845 64 71 John McDermott 475 Great Pond Road,North Andover,MA 01845 64 72 Sean Dowling 257 Bridle Path,North Andover,MA 01845 64 74 Denise Grasso 245 Bridle Path,North Andover,MA 01845 64 75 Scott Dell'Orfano 44 Country Club Circle,North Andover,MA 01645 64 150 Donald Stanley 58 Country Club Circle,North Andover,MA 01845 64 151 Bernard Kelly 61 Country Club Circle,North Andover,MA 01845 Lake Cochichewick Commonwealth of Massachusetts 100 Cambridge Street,Boston MA 02114 This certifies that the names appearing on the records of the Assessors a as of Certified by: ate The Morin-Cameron Y "� `, ice- ANNE Vim_o _ May 1, 2014 North Andover Planning Board C/O Mr. Curt Bellavance, AICP Community Development Director 1600 Osgood Street North Andover, MA 01845 Re: North Andover Country Club Parking Area and Practice Facility Expansion Stormwater Management Summary Dear Members of the Board: On behalf of Mr. Michael Reed, President of the Board of Governors for the North Andover Country Club, The Morin-Cameron Group, Inc. (MCG) has prepared this letter to provide supporting documentation on the existing and proposed stormwater conditions associated with the Site Plan Review, Watershed Special Permit and Notice of Intent applications for the expansion of parking and practice facilities at the North Andover Country Club, located at 500 Great Pond Road, North Andover, Massachusetts. Our analysis is based on the following: • Multiple site visits • USGS Map, prepared by MCG dated May 1, 2014 (Figure#1: USGS Map) • Existing Condition Plan, prepared by MCG dated March 6, 2014. • Preliminary Site Improvement Plans, Practice Facility & Parking Lot Expansion, prepared by MCG dated March 6, 2014. • Existing Drainage Areas, prepared by MCG dated May 1, 2014 (Figure 3: Existing Drainage Sub catchments) • Proposed Drainage Areas, prepared by MCG dated May 1, 2014 (Figure 5: Proposed Drainage Sub catchments) • HydroCAD Stormwater Calculations prepared by MCG on May 1, 2014 • FEMA FIRM 25009CO229F, dated July 3, 2012 (Figure 4: FEMA Flood Map). Existing Site Conditions The project location limit of work for the existing private Golf Course consists of grass/landscape areas, parking facilities, service buildings, paddle tennis facility and practice green. The aggregate golf course property is approximately 92.7 acres, and is located on both the East and West sides of Great Pond Road in North Andover, Massachusetts. The development portion (the limit of work area) for this application consists of approximately 2.35 acres on the east side of Great Pond Road. The area has been continuously used as a golf course since 1909. CIVIL ENGINEERS • LAND SURVEYORS • ENVIRONMENTAL CONSULTANTS • LAND USE PLANNERS 447 Boston Street (U.S. Route 1), Topsfield, MA 01983 978.887.8586 FAX 978.887.3480 Providing Professional Services Since 1978 www.morincameron.com North Andover Planning Board Page 2 May 1, 2014 The area to be developed consists of a total area of approximately 102,022 sf(9,884 sf buildings, 22,753 sf pavement, 4,641 sf packed gravel and 64,744 sf pervious grass/open spaces) resulting in 63.5% open space. Grades in the limit of work area vary from a high of 166.78 ft. (assumed datum) in the southern corner, to a low of 126.51ft. in the northern corner. The soils in the limit of work area are Leicester fine sandy loam (Hydrologic Soil Group C), Sutton fine sandy loam (Hydrologic Soil Group B) and Ridgebury and Leicester fine sandy loam (Hydrologic Soil Group Q. These are defined in the Soil Resource Report for Essex County, Massachusetts, Northern Part, dated December 17, 2013 (See Figure 2: SCS Soils Map). Field testing performed by MCG on April 15, 2014 indicates that the actual classification should be very poor draining Hydrologic Soil Group D due to the presence of exposed ledge and shallow groundwater elevations. Groundwater was observed during the test indicating that estimated seasonal high groundwater levels are approximately 1.7 to 2.0 ft. below the ground surface. Existing drainage on site is divided into three sub-catchment areas as shown on the attached Figure 3: Existing Drainage Sub catchments (EDS). Sub catchment E1 is a mixture of pavement, service building and grass area overlying ledge. It flows to a catch basin and eventually discharges to the existing detention basin. Subcatchment E2 has a small paved parking area with some landscaping, paddle tennis area and a small service building. Flows from E2 also flow into the detention basin. The existing detention basin is undersized for its contributing 34,020 sf drainage area and provides negligible benefit to the interests of stormwater management under today's regulations. Sub catchment E3 is the balance of the Limit of Work Area located immediately to the north of subcatchment E1 and E2 along Great Pond Road. It also consists of paved parking, grass areas, and paddle tennis area. Discharges from E3 travel to a small wetland along the east side of Great Pond Road, the design point (DP). Sub catchment E3 includes runoff from the lower parking area. There is no treatment of this runoff prior to its entering the wetlands under existing conditions. The table below shows the total area, impervious area and pervious area for each subcatchment on site. Existing Drainage Area Total Area Impervious Area Pervious Area (E) (sf) (sf) (sf) 1 18,959 9,233 9,726 2 15,069 6,826 8,243 3 67,994 16,578 51,416 Totals 102,022 32,637 69,385 The limit of work area is located in the Residential District 1 and the Watershed Protection District. The limit of work is within Lots 6 and 7 as shown on the Town of North Andover Assessors Map 64. There are wetlands in the north corner of the limit of work area with jurisdictional buffer zones as shown on the Existing Condition Plan. The tot is shown to be in a Zone X on the FEMA Federal Insurance Rate Map (FIRM) #25009CO229F, dated July 3, 2012 (See Figure 4: FEMA Flood Map). North Andover Planning Board Page 3 May 1, 2014 Proposed Site Conditions The project proponent proposes to develop a portion of the golf course. This development includes constructing additional parking, a new paddle tennis court, a new practice green, an extended golf cart path and various drainage facilities. The parking area will be expanded to the extent possible in an effort to alleviate parking deficiencies for the existing facility. Vehicles are forced to park on the street creating a severe public safety hazard by blocking emergency apparatuses on Great Pond Road. The proposed development results in an increase of 9,348 sf of impervious surface area (28.6% increase). The proposed drainage system for the facility will mimic the existing drainage system and attenuate the impact from the increase in impervious area and new parking. A new sediment forebay/detention basin will be constructed to collect stormwater runoff from the upper parking area and the paddle tennis areas (Proposed Drainage Areas PlA, P1B and 132). Flows from P1B will be collected in a new deep sump hooded catch basin which connects to the existing catch basin. Flows from PlA will be collected in the existing catch basin and discharged to the proposed sediment forebay/detention basin. Flows from P2 will overland sheet flow to the basin. The primary outlet for this system wilt be a 12" PVC pipe with a multi-level standpipe outlet control structure. This pipe will flow to a CDS water quality unit to improve the quality of the water entering the DP wetlands. Secondary flows from the sediment forebay/detention basin will be discharged by means of an overflow weir and a 12" PVC pipe (controlled by a 2" orifice opening) to a bio-retention area. This will in turn overflow to the DP wetlands. Flows from the enlarged parking area (Proposed Drainage Area P3A) will be directed by overland sheet flow to a grate in the CDS unit. Flows from P3B will overland sheet flow to the DP. The proposed design also calls for a reduction in pavement discharging to the adjoining wetlands to the southwest of the limit of work area. The changes in the site drainage are a result of the increase in impervious pavement that is associated with the golf course and Country Club operations. The intent of the design is to attenuate the peak discharge and volume from drainage areas PlA, P113 and P2 by the use of a sediment forebay/detention basin and a bio-retention area. The bio-retention area will perform two functions: attenuation of peak rate of runoff and provide to some extent, groundwater recharge. The CDS system will treat flows from the enlarged parking area as well as primary releases that have been partially treated in the sediment forebay/detention basin. The CDS system will also collect and treat runoff from a portion of Great Pond Road. Analysis The purpose of this analysis is to design an onsite drainage system which complies with the Town of North Andover Stormwater Management Standards. This analysis was performed using the U.S. Soil Conservation Service (S.C.S) method of analysis contained in Technical Release #20 (TR-20) published by the U.S. Conservation Service. The model used for this calculation is referred to as HydroCAD. HydroCAD is a computer aided design program for analyzing the hydrology and hydraulics of storm water runoff. It utilizes the latest techniques of both fields to accurately predict the consequences of any given storm event. This analysis allows the engineer to verify that a given drainage system is adequate for the area under consideration, and further allows the engineer to predict where flooding or North Andover Planning Board Page 4 May 1, 2014 erosion are most likely to occur. This model was used to analyze the storm drainage system designed for the development in order to demonstrate that the drainage system is in compliance with the Town's Stormwater Management Standards. The proposed development of the limit of work area results in the formation of five sub- catchment areas as shown on the Proposed Drainage Sub catchments Plan (See Figure 5). The table below summarizes the total drainage area, area of impervious surface and area of pervious surface for each sub catchment area. Proposed Drainage Area Total Area Impervious Area Pervious Area (P) (Sf) (Sf) (Sf) lA 16,728 8,602 8,126 1B 7,664 4,087 3,577 2 36,520 9,891 26,629 3A 23,196 19,314 3,882 3 B 17,909 91 17,823 Totals 102,022 41,985 60,037 The HydroCAD analysis was performed by examining one design point entering the wetlands. Following is a listing of the total pre and post discharges for the proposed development for the 2, 10 and 100 year rainfall events: Event Existing Conditions Proposed Conditions Change in Peak (Years) (Peak CFS) (Peak CFS) (CFS) 2 4.18 3.75 -0.43 10 6.82 6.65 -0.17 100 10.64 10.18 -0.46 Stormwater Management Standards The proposed drainage system will discharge towards the on-site wetlands after treatment. The proposed project is considered to be a New Development due to the increase in pavement and, therefore, is required to meet all Stormwater Management Standards. Flows entering the sediment forebay/detention basin will be pre-treated by the use of a deep sump hooded catch basin. The sediment forebay/detention basin will also allow for the settlement of suspended solids prior to their being discharged to the CDS unit and the bio- retention area. Flows exiting the sediment forebay will have removed approximately 44% of the average annual post-construction load of total suspended solids (TSS). The primary discharge from the basin will be directed to the CDS Water Quality unit to insure that "first flush" will always be treated. The secondary flow will be directed to the bio-retention area. The bio- retention area has been provided with adequate pretreatment (44%) and, therefore, will provide 90% removal. The CDS has been sized to meet the required 80% removal of TSS from the contributing parking area and detention basin primary out flow. The Hydrologic Soil Classification on site is listed by the Soil Conservation Service as predominantly C with some B. Soil testing performed by MCG showed that the actual North Andover Planning Board Page 5 May 1, 2014 classification is a D soil due to the presence of exposed and shallow ledge, restrictive soil layers and shallow (perched) groundwater varying from 1.6 to 2.0 ft. below the surface. Table RR, Rules for Groundwater Recharge, of the Massachusetts Stormwater Handbook requires that the recharge volume be infiltrated only to the maximum extent practicable if the site is comprised wholly of D soils and bedrock is at the land surface. The work area is located in the North Andover Watershed Protection District and as such all proposed development is required to preserve the purity of the groundwater, to Lake Cochichewick and its tributaries; to maintain the groundwater table, and to maintain filtration and purification functions of the land; while conserving the natural environment and protecting the public health, safety and welfare. Although these regulations allow for groundwater recharge, they do not promote recharge in order to insure protection of the groundwater entering the lake. As noted previously, the project will result in an increase in impervious surface area and, therefore, is considered a new development. The development of 500 Great Pond Road, North Andover, Massachusetts will comply with all Stormwater Management Standards. Standard 3 will be met to the maximum extent practicable due to the presence of D soils and ledge. Use of a bio-retention area and sediment forebay/detention basin will reduce peak rates of stormwater runoff leaving the site. Stormwater will be recharged to groundwater by means of exfiltration through the bio-retention area. The use of a CDS unit will also reduce the amount of pollutants and suspended solids entering the environment from the new parking areas. The following is an assessment of each Standard: 1. No stormwater conveyance system discharges untreated stormwater directly to or causes erosion in wetlands or waters of the Commonwealth. (The design will result in a reduction in peak rates of runoff to the on-site wetlands). The proposed project treats the stormwater prior to discharge to the wetlands and therefore comply with the standard. 2. The stormwater management system has been designed such that post-development peak discharge rates do not exceed pre-development discharge rates for all storm events. The proposed development meets this standard. 3. Loss of annual recharge to groundwater has been minimized for this project. The proposed project requires a total of 92 cubic ft. of Annual Recharge Volume for a D type soil. The design, utilizing the bio retention area provides 265 cubic ft of groundwater recharge volume for a 2 year event and 525 cubic ft. for a 100 year storm. Due to the nature of the D type soil on site, recharge under existing conditions has been minimal. The Towns Watershed Protection District does not promote recharge in this critical environmental area and MCG considers the proposed design to best satisfy both Town and DEP requirements. This section meets the standard to the maximum extent practicable. The applicant is requesting a waiver for CID soil and bedrock conditions. 4. The proposed stormwater management system for the project has been designed to remove at least 80% of the average annual post-construction load of total suspended North Andover Planning Board Page 6 May 1, 2014 solids (TSS) utilizing a CDS water quality unit, deep sump catch basin and a sediment forebay and bio-retention area. The proposed project meets the standard. 5. Land uses with higher potential pollutant load. This standard does not apply. 6. Discharges to critical areas. This standard does not apply. 7. Redevelopment Projects. This standard does not apply. 8. Construction Phase Operation and Maintenance Plan. (A plan to control construction related impacts has been developed and is included herein.) The proposed redevelopment meets this standard. 9. A long-term operation and maintenance plan. (A long-term O&M has been developed to insure that stormwater management systems function as designed. A copy of this O&M procedure was provided with the submitted documents.) The proposed redevelopment meets this standard. 10 Illicit discharges. (To the best of our knowledge and belief there are no illicit discharges to the stormwater management system on this site.) The proposed redevelopment meets this standard. This project, as proposed, is in full compliance with the Town of North Andover Stormwater Standards as described above with the exception of Standard 3, which is met to the maximum extent practicable. Peak rates of stormwater runoff leaving the site under proposed conditions are less than existing conditions peak runoff rates. Recharge to groundwater will be increased by the addition of a bio-retention area. The project meets the 80% suspended solids removal standard. There are no illicit discharges to the waters of the Commonwealth with the proposed site improvements. The proposed project will, therefore, result in a significant improvement over existing conditions and will comply with the MassDEP stormwater standards. The DEP Checklist for Stormwater Report is attached. If you have any questions or comments, please do not hesitate to contact the undersigned at (978) 887-8586. Sincerel THE MoIZIN-CAM,ERON GROUP, INC. OF Sco .` 'ameron, P.E. ' s9c Principal SCOTTP. tiN CAMERON CML SPC/kmm No.47601 GISTER� Attachments n-IN G cc: North Andover Country Club LllMassachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program l� Checklist for Stormwater Report A. Introduction Important:When A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, Report(which hih should t St e Stormwater e wc sou provide more substantive and detailed information use only the tab the p p ) but is offered key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor-do not Report and for the reviewer to assess this information in a consistent format.As noted in the Checklist, use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer(RPE) licensed in the Commonwealth. The Stormwater Report must include: F • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address • Name of Firm and Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects,it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. DEP checklist.doc•04/01/08 Stormwater Report Checklist•Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement(if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? ® New development ❑ Redevelopment ❑ Mix of New Development and Redevelopment DEP checklist.doc•04/01/08 Stormwater Report Checklist•Page 2 of 8 LlMassachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ® No disturbance to any Wetland Resource Areas ❑ Site Design Practices(e.g. clustered development, reduced frontage setbacks) ❑ Reduced impervious Area (Redevelopment Only) ® Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ❑ Use of"country drainage" versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) ❑ Constructed Stormwater Wetlands(includes Gravel Wetlands designs) ❑ Treebox Filter ❑ Water Quality Swale ❑ Grass Channel ❑ Green Roof ❑ Other(describe): Standard 1: No New Untreated Discharges ® No new untreated discharges ® Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. DEP checklist.doc•04/01/08 Stormwater Report Checklist•Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ® Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4:Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; ® Snow disposal and plowing plans relative to Wetland Resource Areas; ® Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Z Treatment BMPs subject to the 44%TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ❑ is within the Zone II or Interim Wellhead Protection Area ® is near or to other critical areas ❑ is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ® Calculations documenting that the treatment train meets the 80%TSS removal requirement and, if applicable, the 44%TSS removal pretreatment requirement, are provided. DEP checklist.doc•04/01/08 Stormwater Report Checklist•Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) ❑ The BMP is sized (and calculations provided) based on: ® The %"or 1"Water Quality Volume or ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ® The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads(LUHPPLs) ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. ❑ The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. ® The NPDES Multi-Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease(e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas ® The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. DEP checklist.doc-04/01/08 Stormwater Report Checklist-Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ❑ The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path ❑ Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ❑ Certain standards are not fully met(Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. ❑ The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; a Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; Inspection Schedule; • Maintenance Schedule; Inspection and Maintenance Log Form. ® A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. DEP checklist.doc-04/01/08 Stormwater Report Checklist-Page 7 of 8 Y Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ❑ The project is not covered by a NPDES Construction General Permit. ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. ® The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: ® Name of the stormwater management system owners; ® Party responsible for operation and maintenance; ® Schedule for implementation of routine and non-routine maintenance tasks; ® Plan showing the location of all stormwater BMPs maintenance access areas; ® Description and delineation of public safety features; ® Estimated operation and maintenance budget; and ® Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges Z The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; ® An Illicit Discharge Compliance Statement is attached; ❑ NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. DEP checklist.doc-04/01/08 Stormwater Report Checklist-Page 8 of 8 r L1 a' Subcatchment 2 Detention Basin Subcatchment 1 Subcatchment 3 Design Point Across E3 SGf3C3 Reach an (-jnk Routing Diagram for Pre-Watershed_areas Prepared by The Morin-Cameron Group, Inc., Printed 4/29/2014 HydroCAD®10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC G Pre-Watershed_areas Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 14,826 82 Woods/grass comb., Fair, HSG D (E1, E2) 49,918 86 Woods/grass comb., Poor, HSG D (E3) 4,641 96 Gravel surface, HSG D (E1, E2, E3) 22,753 98 Paved parking, HSG D (E1, E2, E3) y 9,884 98 Roofs, HSG D (E1, E2, E3) 102,022 90 TOTAL AREA t C z G Pre-Watershed—areas Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 b HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 0 HSG B 0 HSG C 102,022 HSG D E1, E2, E3 0 Other i 102,022 TOTAL AREA i i i R ( Pre-Watershed—areas Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) L HSG-A HSG-B HSG-C HSG-D Other Total Ground (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover I'! 0 0 0 22,753 0 22,753 Paved parking 0 0 0 9,884 0 9,884 Roofs 0 0 0 4,641 0 4,641 Gravel surface y 0 0 0 49,918 0 49,918 Woods/grass comb., Poor 0 0 0 14,826 0 14,826 Woods/grass a comb., Fair 0 0 0 102,022 0 102,022 TOTAL AREA G 1 i i P Pre-Watershed_areas Type ///24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 5 Time span=0.00-24.00 hrs, dt=0.10 hrs, 241 points f Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method H Subcatchment E1: Subcatchment 1 Runoff Area=18,959 sf 48.70% Impervious Runoff Depth>2.16" Flow Length=282' Tc=6.0 min CN=91 Runoff=1.02 cfs 3,418 cf Subcatchment E2: Subcatchment 2 Runoff Area=15,069 sf 45.30% Impervious Runoff Depth>2.08" Flow Length=289' Tc=6.0 min CN=90 Runoff=0.78 cfs 2,606 cf Subcatchment E3: Subcatchment 3 Runoff Area=67,994 sf 24.38% Impervious Runoff Depth>1.99" Flow Length=545' Tc=10.6 min CN=89 Runoff=2.86 cfs 11,263 cf Reach DP: Design Point Inflow=4.18 cfs 17,249 cf Outflow=4.18 cfs 17,249 cf v' Reach TC: Across E3 Avg. Flow Depth=0.09' Max Vet=0.56 fps Inflow=1.61 cfs 6,009 cf n=0.150 L=117.0' S=0.1069 '/' Capacity=49.86 cfs Outflow=1.44 cfs 5,986 cf Pond D: Detention Basin Peak Elev=144.68' Storage=233 cf Inflow=1.80 cfs 6,024 cf Primary=1.61 cfs 6,009 cf Secondary=0.00 cfs 0 cf Outflow=1.61 cfs 6,009 cf g Total Runoff Area= 102,022 sf Runoff Volume= 17,287 cf Average_Runoff Depth =2.03" 68.01% Pervious= 69,385 sf 31.99% Impervious= 32,637 sf Pre-Watershed—areas Type /I/24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment E1: Subcatchment 1 Gravel Areas = Roads and Under Paddle Tennis Courts [49] Hint: Tc<2dt may require smaller dt i Runoff = 1.02 cfs @ 12.10 hrs, Volume= 3,418 cf, Depth> 2.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 7,409 98 Paved parking, HSG D 1,859 96 Gravel surface, HSG D 1,824 98 Roofs, HSG D y 7,867 82 Woods/grass comb., Fair, HSG D 18,959 91 Weighted Average 9,726 51.30% Pervious Area E' 9,233 48.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0600 1.83 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.10" y 0.1 25 0.2525 3.52 Shallow Concentrated Flow, Shallow Concentrated-G Woods/ra Short Grass Pasture Kv= 7.0 fps 0.3 57 0.0185 2.76 Shallow Concentrated Flow, Shallow Concentrated-Grvl Road V, Paved Kv= 20.3 fps 0.2 12 0.0323 1.26 Shallow Concentrated Flow, Shallow Concentrated-Grass Short Grass Pasture Kv= 7.0 fps 0.9 138 0.0144 2.44 Shallow Concentrated Flow, Shallow Concentrated- Pavement Paved Kv= 20.3 fps 4.0 Direct Entry, Direct Ent (Tc Min =6 Min.) 6.0 282 Total i Pre-Watershed_areas Type ///24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD010.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 7 Subcatchment Ell: Subcatchment 1 Hydrograph I I I I I I ®Runoff _',1.62afs`. .. i.__ i_.. ..`.... 1 Type 11124-hr I I I I a 2-Year Rainfall=3.10" Runoff Area=18,959 sf Runoff Volume=3,418 c I I I Runoff Depth>2.16" Flow Length=282' Tc=6.0 min I I I I I I I I I CN=91I I I I 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) g P Pre-Watershed—areas Type ///24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment E2: Subcatchment 2 Gravel Areas = Roads and Under Paddle Tennis Courts (49] Hint: Tc<2dt may require smaller dt Runoff = 0.78 cfs @ 12.10 hrs, Volume= 2,606 cf, Depth> 2.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Type III 24-hr 2-Year Rainfall=3.10" n Area (sf) CN Description 1,167 98 Paved parking, HSG D 1,284 96 Gravel surface, HSG D 5,659 98 Roofs, HSG D 6,959 82 Woods/grass comb., Fair, HSG D 15,069 90 Weighted Average 8,243 54.70% Pervious Area 6,826 45.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 50 0.0800 2.05 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.10" 0.5 47 0.0815 1.43 Shallow Concentrated Flow, Shallow Concentrated-Grass Woodland Kv= 5.0 fps 0.0 9 0.0370 3.90 Shallow Concentrated Flow, Shallow Concentrated-Grvl Road Paved Kv= 20.3 fps 0.2 16 0.0316 1.24 Shallow Concentrated Flow, Shallow Concentrated-Grass Short Grass Pasture Kv= 7.0 fps 0.5 123 0.0689 4.23 Shallow Concentrated Flow, Shallow Concentrated-Crsh Stor I Unpaved Kv= 16.1 fps 0.4 44 0.0774 1.95 Shallow Concentrated Flow, Shallow Concentrated-Grass Short Grass Pasture Kv= 7.0 fps I 4.0 Direct Entry, Direct Entry(Tc Min =6 Min.) 6.0 289 Total i Pre-Watershed areas Type ///24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD®10 00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 9 Subcatchment E2: Subcatchment 2 Hydrograph 0.85 ®Runoff f t 0.8 Y. a 11124 h r. _ .. ... _._. . _. _ y - 0.7 ' .._2 Y�ear...Ralnfall=3 0" ; .. .. ........:. 0.65 ' Rluhoff area=15 069 sf �+ . ..I.... ........_.. ...._. 0.55 ku off Uoluin .06 C p{ { E I 0.5 Runoff De thy2.081r... . . 0.45 {�/� ---I-- 'I '• --------I'---- -' ---T'- -"-'t - --- 0 0.4th=2-891 - LL 0.35 "c=6.10 m i ri 0.3 _...._I................:................................1........................,.. ... 0.25L 0 0.2 .. ............._,. ,...............i .. : .... ., . ..... .., 0.15 0.1 0.05 I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) g` 9 Pre-Watershed_areas Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment E3: Subcatchment 3 M Gravel Areas = Roads and Under Paddle Tennis Courts [49] Hint: Tc<2dt may require smaller dt 3 Runoff = 2.86 cfs @ 12.15 hrs, Volume 11,263 cf, Depth> 1.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Type III 24-hr 2-Year Rainfall=3.10" I! Area (sf) CN Description 2,401 98 Roofs, HSG D 14,177 98 Paved parking, HSG D 1,498 96 Gravel surface, HSG D 49,918 86 Woods/grass comb., Poor, HSG D 67,994 89 Weighted Average 51,416 75.62% Pervious Area fl 16,578 24.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.3 50 0.0560 0.10 Sheet Flow, Sheet Flow-Woods Woods: Light underbrush n= 0.400 P2= 3.10" I 0.6 124 0.5600 3.74 Shallow Concentrated Flow, Shallow Concentrated-Woods Woodland Kv= 5.0 fps 0.1 29 0.0490 4.49 Shallow Concentrated Flow, Shallow Concentrated-Gravel Rc Paved Kv= 20.3 fps 1 0.0 8 0.1700 6.64 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 0.8 119 0.0235 2.47 Shallow Concentrated Flow, Shallow Concentrated-Gravel Unpaved Kv= 16.1 fps 0.8 215 0.0880 4.78 Shallow Concentrated Flow, Shallow Concentrated-Grass Unpaved Kv= 16.1 fps 10.6 545 Total Pre-Watershed areas Type ///24-hr 2-Year Rainfafi=3.10" Prepared by ThiMorin-Cameron Group, Inc. Printed 4/29/.2014 HydroCAD@ 10-00 s/n 00401 @ 2011 HydroCAD Software Solutions LLC Page 11 Subcatchment E3: Subcatchment 3 Hydrograph .......... 3 T. 2 Type III 4 :hr. 2-Year Rainfall 3AW Runoff Area=67,994 sf 2 Ru hoff Vol:uM e 11 263, cf Ruhoff De 'P th>1.99" Plow Le nigth'5 :45 U710.6min ........... ............ CNT-_89 0 0 1 2 3 4 5 6' 7 8 9 10 11 12 13 14 15 16 17 18 19 iO 21 22 23 24 Time (hours) Pre-Watershed—areas Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 12 Summary for Reach DP: Design Point [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 102,022 sf, 31.99% Impervious, Inflow Depth > 2.03" for 2-Year event I Inflow = 4.18 cfs @ 12.18 hrs, Volume= 17,249 cf Outflow = 4.18 cfs @ 12.18 hrs, Volume= 17,249 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Reach DP: Design Point I Hydrograph 1 I I I I I I I E Inflow El I 1 .Q,�6dfs,''.''� I Outflow b 1010 w.Ar102�0!2 4,g�fs 4 I I .3 3 ' Q a: 2 B _ 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) h i f Pre-Watershed_areas Type ///24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD®10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 13 Summary for Reach TC: Across E3 : [79] Warning: Submerged Pond D Primary device# 1 by 0.09' Inflow Area = 34,028 sf, 47.19% Impervious, Inflow Depth > 2.12" for 2-Year event Inflow = 1.61 cfs @ 12.13 hrs, Volume= 6,009 cf Outflow = 1.44 cfs @ 12.24 hrs, Volume= 5,986 cf, Atten= 11%, Lag= 6.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Max. Velocity= 0.56 fps, Min. Travel Time= 3.5 min Avg. Velocity= 0.19 fps, Avg. Travel Time= 10.5 min Peak Storage= 323 cf @ 12.19 hrs Average Depth at Peak Storage= 0.09' Bank-Full Depth= 0.50' Flow Area= 35.0 sf, Capacity= 49.86 cfs 20.00' x 0.50' deep channel, n= 0.150 Sheet flow over Short Grass Side Slope Z-value= 100.0 '/' Top Width= 120.00' Length= 117.0' Slope= 0.1069 '/' Inlet Invert= 144.22', Outlet Invert= 131.71' e i Reach TC: Across E3 Hydrograph 13 Inflow i i i 1.81 cFs; i i ®Outflow wloyv Area=34,028 sf V . !FIoW De th=0. ,;44 .4 Mcix 'Ve1=0.56 fps In=0150 w LL S=0.1069 '/' Capacity=49.86!cfs ow 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) J Pre-Watershed-areas Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 i HydroCADO 10.00 s/n 00401©2011 HydroCAD Software Solutions LLC Page 14 Summary for Pond D: Detention Basin i Inflow Area = 34,028 sf, 47.19% Impervious, Inflow Depth > 2.12" for 2-Year event Inflow = 1.80 cfs @ 12.10 hrs, Volume= 6,024 cf Outflow = 1.61 cfs @ 12.13 hrs, Volume= 6,009 cf, Atten= 11%, Lag= 2.2 min i Primary = 1.61 cfs @ 12.13 hrs, Volume= 6,009 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf s Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Peak Elev= 144.68' @ 12.13 hrs Surf.Area= 737 sf Storage=_233 cf Plug-Flow detention time= 4.4 min calculated for 6,009 cf(100% of inflow) Center-of-Mass det. time= 2.9 min ( 808.2 -805.3 ) Volume Invert Avail.Storage Storage Description i #1 144.10' 3,344 cf Detention Basin (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ll (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.10 0 0 0 144.50 583 117 117 145.00 1,018 400 517 145.20 1,500 252 769 145.30 50,000 2,575 3,344 E Device Routing Invert Outlet Devices #1 Primary 144.22' 2.0' long x 2.0' 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 i 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Secondary 144.91' 10.0' 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 Primary OutFlow Max=1.53 cfs @ 12.13 hrs HW=144.66' (Free Discharge) t-1=Broad-Crested Rectangular Weir (Weir Controls 1.53 cfs @ 1.73 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=144.10' (Free Discharge) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) i i Pre-Watershed areas Type 11124-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 15 Pond D: Detention Basin Hydrograph ®Inflow y t zaocrs' ; 0 Outflow I I �Primary 2 Inflow Area=34,028 sf secondary Peals Ole! =14406 St6rage=233 Cf I I I I I I I I I I t ! : r. I 1 O LA. I I I 0 1 2 3 F 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) P. Pre-Watershed_areas Type ///24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 i HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 16 Time span=0.00-24.00 hrs, dt=0.10 hrs, 241 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment E1: Subcatchment 1 Runoff Area=18,959 sf 48.70% Impervious Runoff Depth>3.50" Flow Length=282' Tc=6.0 min CN=91 Runoff=1.61 cfs 5,524 cf Subcatchment E2: Subcatchment 2 Runoff Area=15,069 sf 45.30% Impervious Runoff Depth>3.39" i Flow Length=289' Tc=6.0 min CN=90 Runoff=1.25 cfs 4,262 cf Subcatchment E3: Subcatchment 3 Runoff Area=67,994 sf 24.38% Impervious Runoff Depth>3.29" Flow Length=545' Tc=10.6 min CN=89 Runoff=4.74 cfs 18,647 cf Reach DP: Design Point Inflow=6.82 cfs 28,387 cf Outflow=6.82 cfs 28,387 cf u Reach TC: Across E3 Avg. Flow Depth=0.12' Max Vet=0.64 fps Inflow=2.55 cfs 9,769 cf n=0.150 L=117.0' S=0.1069 T Capacity=49.86 cfs Outflow=2.31 cfs 9,740 cf Pond D: Detention Basin Peak Elev=144.84' Storage=366 cf Inflow=2.86 cfs 9,786 cf Primary=2.55 cfs 9,769 cf Secondary=0.00 cfs 0 cf Outflow=2.55 cfs 9,769 cf Total Runoff Area= 102,022 sf Runoff Volume=28,433 cf Average Runoff Depth =3.34" 68.01% Pervious=69,385 sf 31.99% Impervious=32,637 sf 9 i I I a" Pre-Watershed_areas Type ///24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment E1: Subcatchment 1 Gravel Areas = Roads and Under Paddle Tennis Courts [49] Hint: Tc<2dt may require smaller dt Runoff = 1.61 cfs @ 12.10 hrs, Volume= 5,524 cf, Depth> 3.50" b' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 7,409 98 Paved parking, HSG D 1,859 96 Gravel surface, HSG D 1,824 98 Roofs, HSG D 7,867 82 Woods/grass comb., Fair, HSG D 18,959 91 Weighted Average 9,726 51.30% Pervious Area 9,233 48.70% Impervious Area „ Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0600 1.83 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.10" 0.1 25 0.2525 3.52 Shallow Concentrated Flow, Shallow Concentrated-G Woods/ra Short Grass Pasture Kv= 7.0 fps 0.3 57 0.0185 2.76 Shallow Concentrated Flow, Shallow Concentrated-Grvl Road Paved Kv= 20.3 fps 0.2 12 0.0323 1.26 Shallow Concentrated Flow, Shallow Concentrated-Grass Short Grass Pasture Kv= 7.0 fps 0.9 138 0.0144 2.44 Shallow Concentrated Flow, Shallow Concentrated- Pavement Paved Kv= 20.3 fps 4.0 Direct Entry, Direct Entry(Tc Min =6 Min.) 6.0 282 Total Pre-Watershed—areas Type M 24-hr 10-Year Rainfafi=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014. HydroCADO 10.00 s/n 00401 @ 2011 HydroCAD Software Solutions LLC Page 18 Subcatchment El: Subcatchment I Hydrograph 7L GO Runoff Type ill 247 hr 10-Year Rainfa:11-4.501 RuhOff Are' a 8,959 sf Rijoff_VQ luib . .5 1.52 .... ......... ....... Runoff D' e2P th! >�3.5: 0 Flout Le'ngfth=282 Tv:iU min N-, 91 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Watershed_areas Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment E2: Subcatchment 2 Gravel Areas = Roads and Under Paddle Tennis Courts [49] Hint: Tc<2dt may require smaller dt Runoff = 1.25 cfs @ 12.10 hrs, Volume= 4,262 cf, Depth> 3.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 1,167 98 Paved parking, HSG D 1,284 96 Gravel surface, HSG D 5,659 98 Roofs, HSG D 6,959 82 Woods/grass comb., Fair, HSG D 15,069 90 Weighted Average 8,243 54.70% Pervious Area 6,826 45.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 50 0.0800 2.05 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.10" 0.5 47 0.0815 1.43 Shallow Concentrated Flow, Shallow Concentrated-Grass Woodland Kv= 5.0 fps 0.0 9 0.0370 3.90 Shallow Concentrated Flow, Shallow Concentrated-Grvl Road Paved Kv= 20.3 fps 0.2 16 0.0316 1.24 Shallow Concentrated Flow, Shallow Concentrated-Grass Short Grass Pasture Kv= 7.0 fps 0.5 123 0.0689 4.23 Shallow Concentrated Flow, Shallow Concentrated-Crsh Stone Unpaved Kv= 16.1 fps 0.4 44 0.0774 1.95 Shallow Concentrated Flow, Shallow Concentrated-Grass Short Grass Pasture Kv= 7.0 fps 4.0 Direct Entry, Direct Entry(Tc Min =6 Min.) 6.0 289 Total Pre-Watershed—areas Type 1/1 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 @ 2011 HydroCAD Software Solutions LLC Page 20 Subcatchment E2: Subcatchment 2 Hydrograph ES Runoff Type HI h rl 10-Year Rainfall :4.501 Runoff Areat:15.069 sf Runoff Vojuine'2=41 ,262: cf, q 9" Runoff DePth>3.3 0 LL FloW L g fth 289' TC06.0 min n: CN�q.b 0 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) u Pre-Watershed_areas Type ///24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD®10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Pacie 21 Summary for Subcatchment El Subcatchment 3 Gravel Areas = Roads and Under Paddle Tennis Courts [49] Hint: Tc<2dt may require smaller dt Runoff = 4.74 cfs @ 12.15 hrs, Volume= 18,647 cf, Depth> 3.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 2,401 98 Roofs, HSG D 14,177 98 Paved parking, HSG D 1,498 96 Gravel surface, HSG D 49,918 86 Woods/grass comb., Poor, HSG D 67,994 89 Weighted Average 51,416 75.62% Pervious Area 16,578 24.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.3 50 0.0560 0.10 Sheet Flow, Sheet Flow-Woods Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 124 0.5600 3.74 Shallow Concentrated Flow, Shallow Concentrated-Woods Woodland Kv= 5.0 fps 0.1 29 0.0490 4.49 Shallow Concentrated Flow, Shallow Concentrated-Gravel Roa Paved Kv= 20.3 fps 0.0 8 0.1700 6.64 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 0.8 119 0.0235 2.47 Shallow Concentrated Flow, Shallow Concentrated-Gravel Unpaved Kv= 16.1 fps 0.8 215 0.0880 4.78 Shallow Concentrated Flow, Shallow Concentrated-Grass Unpaved Kv= 16.1 fps 10.6 545 Total Pre-Watershed areas Type III 24-hr 10-YearRainfall=4.50" Prepared by ThiMorin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 @ 2011 HydroCAD Software Solutions LLC Page 22 Subcatchment E3: Subcatchment 3 Hydrograph 5 Runoff T Oe 11 14 hrz .y 1. 2 10-Ye rkal inf;ali=4.5b!!.-,Sf - 4- Runoff Area,-W,9941 ..,-R,u,h, off Volum&:18.647 cf ............ ........ ....... ROW DePAW.20" 0 Flow Leh' gth=' 545` LL Tc=f 2- min C, N-"89 ............... .......... 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) fI Pre-Watershed_areas Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydrOCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 23 Summary for Reach DP: Design Point [40]Hint: Not Described (Outflow=Inflow) Inflow Area = 102,022 sf, 31.99% Impervious, Inflow Depth > 3.34" for 10-Year event Inflow = 6.82 cfs @ 12.18 hrs, Volume= 28,387 cf Outflow = 6.82 cfs @ 12.18 hrs, Volume= 28,387 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Reach DP: Design Point Hydrograph f I I Inflow I I 1 e.�CfS: I I I I 0 Oufflow I01ow area=' 02,d2 8� I I I I I I I y 6 I 5 _ .. _ . v 4 f I 1 I LL 3- 2 ......I....... .........1. .........,.. ...'n..... I ...i._ I. .!... ..d......!.. .... ...:.... ..I.... _ ... ... '... 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Watershed—areas Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 24 Summary for Reach TC: Across E3 [79] Warning: Submerged Pond D Primary device# 1 by 0.12' Inflow Area = 34,028 sf, 47.19% Impervious, Inflow Depth > 3.45" for 10-Year event Inflow = 2.55 cfs @ 12.13 hrs, Volume= 9,769 cf Outflow = 2.31 cfs @ 12.23 hrs, Volume= 9,740 cf, Atten= 9%, Lag= 5.7 min I Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Max. Velocity= 0.64 fps, Min. Travel Time= 3.1 min Avg. Velocity= 0.21 fps, Avg. Travel Time= 9.2 min Peak Storage= 450 cf @ 12.18 hrs Average Depth at Peak Storage= 0.12' Bank-Full Depth= 0.50' Flow Area= 35.0 sf, Capacity= 49.86 cfs 20.00' x 0.50' deep channel, n= 0.150 Sheet flow over Short Grass Side Slope Z-value= 100.0 '/' Top Width= 120.00' y Length= 117.0' Slope= 0.1069 '/' Inlet Invert= 144.22', Outlet Invert= 131.71' 8 Reach TC: Across E3 Hydrograph ®Inflow 255cfs ®outflow Inflow Area=34,028 sf _.._Avg.*Flow Depth=0 . ..... :... 2 Ma'X 'Ve1=0.64 fps h=0.150 h= 17.0' ° S=01069 '/, Capacity=49.86;cis y G5 . 0-Lil 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) n s Pre-Watershed_areas Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 25 Summary for Pond D: Detention Basin Inflow Area = 34,028 sf, 47.19% Impervious, Inflow Depth > 3.45" for 10-Year event Inflow = 2.86 cfs @ 12.10 hrs, Volume= 9,786 cf Outflow = 2.55 cfs @ 12.13 hrs, Volume= 9,769 cf, Atten= 11%, Lag= 2.2 min Primary = 2.55 cfs @ 12.13 hrs, Volume= 9,769 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Peak Elev= 144.84' @ 12.13 hrs Surf.Area= 880 sf Storage= 366 cf Plug-Flow detention time= 3.7 min calculated for 9,769 cf(100% of inflow) Center-of-Mass det. time= 2.7 min ( 794.5 - 791.8 ) Volume Invert Avail Storage Storage Description #1 144.10' 3,344 cf Detention Basin (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.10 0 0 0 144.50 583 117 117 145.00 1,018 400 517 145.20 1,500 252 769 145.30 50,000 2,575 3,344 u Device Routing Invert Outlet Devices #1 Primary 144.22' 2.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Secondary 144.91' 10.0' 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 Primary OutFlow Max=2.43 cfs @ 12.13 hrs HW=144.82' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 2.43 cfs @ 2.02 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=144.10' (Free Discharge) "r-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pre-Watershed—areas Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 @ 2011 HydroCAD Software Solutions LLC Page 26 Pond D: Detention Basin Hydrograph 'I IR Inflow oy E I Outflow 0 Pn Prima S Inflow Atea=34,028 sf 0 EM See acondry ary 3 PeOk Elev' =144.!8 J Orage=366.0 2- .............- ............ .......... ...... - . ...... 3: 0 EL q z; 5 6 7 8 9 10 14 _1'2 13 14­15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Watershed_areas Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 27 Time span=0.00-24.00 hrs, dt=0.10 hrs, 241 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment E1: Subcatchment 1 Runoff Area=18,959 sf 48.70% Impervious Runoff Depth>5.44" Flow Length=282' Tc=6.0 min CN=91 Runoff=2.44 cfs 8,603 cf Subcatchment E2: Subcatchment 2 Runoff Area=15,069 sf 45.30% Impervious Runoff Depth>5.33" Flow Length=289' Tc=6.0 min CN=90 Runoff=1.91 cfs 6,695 cf Subcatchment E3: Subcatchment 3 Runoff Area=67,994 sf 24.38% Impervious Runoff Depth>5.21" b Flow Length=545' Tc=10.6 min CN=89 Runoff=7.34 cfs 29,547 cf Reach DP: Design Point Inflow=10.64 cfs 44,788 cf Outflow=10.64 cfs 44,788 cf Reach TC: Across E3 Avg. Flow Depth=0.15' Max Vet=0.72 fps Inflow=4.06 cfs 15,278 cf n=0.150 L=117.0' S=0.1069'/' Capacity=49.86 cfs Outflow=3.59 cfs 15,241 cf Pond D: Detention Basin Peak Elev=145.00' Storage=512 cf Inflow=4.35 cfs 15,297 cf Primary=3.55 cfs 15,048 cf Secondary=0.52 cfs 231 cf Outflow=4.06 cfs 15,278 cf Total Runoff Area= 102,022 sf Runoff Volume=44,844 cf Average Runoff Depth=5.27" 68.01%Pervious= 69,385 sf 31.99%Impervious=32,637 sf i } Pre-Watershed—areas Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 d HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment E1: Subcatchment 1 Gravel Areas = Roads and Under Paddle Tennis Courts [49] Hint: Tc<2dt may require smaller dt Runoff = 2.44 cfs @ 12.10 hrs, Volume= 8,603 cf, Depth> 5.44" i Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Type III 24-hr 100-Year Rainfall=6.50" E Area (sf) CN Description 7,409 98 Paved parking, HSG D 1,859 96 Gravel surface, HSG D 1,824 98 Roofs, HSG D 7,867 82 Woods/grass comb., Fair, HSG D 18,959 91 Weighted Average 9,726 51.30% Pervious Area 9,233 48.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0600 1.83 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.10" 0.1 25 0.2525 3.52 Shallow Concentrated Flow, Shallow Concentrated-G Woods/ral Short Grass Pasture Kv= 7.0 fps 0.3 57 0.0185 2.76 Shallow Concentrated Flow, Shallow Concentrated-Grvl Road Paved Kv= 20.3 fps I 0.2 12 0.0323 1.26 Shallow Concentrated Flow, Shallow Concentrated- Grass Short Grass Pasture Kv= 7.0 fps 0.9 138 0.0144 2.44 Shallow Concentrated Flow, Shallow Concentrated- Pavement i Paved Kv= 20.3 fps 4.0 Direct Entry, Direct Entry(Tc Min =6 Min.) 6.0 282 Total i Pre-Watershed_areas Type ///24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©.2011 HydroCAD Software Solutions LLC Page 29 Subcatchment E1: Subcatchment 1 Hydrograph ®Runoff i 2.44"Cfs ; i i Type 11124-hr 1 O.-Year..Rai nfall.=.6.5.Q 2 Rulhoff AN a' sf Ru60ff VOjuind:4,603 cf Runoff Depth>5.44" 3 Flow L ength=282' .._...!... l.. ..... .:.. ..... ........ .. _ 1 Tc=6 0 m i n CN69Ot 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) tl �I Pre-Watershed—areas Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment E2: Subcatchment 2 Gravel Areas = Roads and Under Paddle Tennis Courts 5 (49] Hint: Tc<2dt may require smaller dt Runoff = 1.91 cfs @ 12.10 hrs, Volume= 6,695 cf, Depth> 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Type III 24-hr 100-Year Rainfall=6.50" i� Area (sf) CN Description 1,167 98 Paved parking, HSG D 1,284 96 Gravel surface, HSG D N 5,659 98 Roofs, HSG D 6,959 82 Woods/grass comb., Fair, HSG D 15,069 90 Weighted Average 8,243 54.70% Pervious Area 6,826 45.30% Impervious Area Tc Length Slope Velocity Capacity Description t (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 50 0.0800 2.05 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.10" 0.5 47 0.0815 1.43 Shallow Concentrated Flow, Shallow Concentrated- Grass Woodland Kv= 5.0 fps 0.0 9 0.0370 3.90 Shallow Concentrated Flow, Shallow Concentrated- Grvl Roac I Paved Kv= 20.3 fps 0.2 16 0.0316 1.24 Shallow Concentrated Flow, Shallow Concentrated-Grass Short Grass Pasture Kv= 7.0 fps 0.5 123 0.0689 4.23 Shallow Concentrated Flow, Shallow Concentrated-Crsh Stor g Unpaved Kv= 16.1 fps 0.4 44 0.0774 1.95 Shallow Concentrated Flow, Shallow Concentrated-Grass Short Grass Pasture Kv= 7.0 fps 4.0 Direct Entry, Direct Ent (Tc Min =6 Min.) 6.0 289 Total 4 B i Pre-Watershed_areas Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10 00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 31 Subcatchment E2: Subcatchment 2 Hydrograph p Runoff 2 1,91 efs' Type 11124-hr 100-Year Rainfall=6.50" t Runoff Area=15,069 Sf Runoff Volume=6,695 c w Runoff Depth>5 33".. . U. 1 Flow Length=289' Tc=6.0 min CN=90 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) C i I' Pre-Watershed—areas Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment El Subcatchment 3 Gravel Areas = Roads and Under Paddle Tennis Courts [49] Hint: Tc<2dt may require smaller dt 5 Runoff = 7.34 cfs @ 12.15 hrs, Volume= 29,547 cf, Depth> 5.21" L Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Type III 24-hr 100-Year Rainfall=6.50" A Area (sf) CN Description 2,401 98 Roofs, HSG D 14,177 98 Paved parking, HSG D L 1,498 96 Gravel surface, HSG D 49,918 86 Woods/grass comb., Poor, HSG D 67,994 89 Weighted Average 51,416 75.62% Pervious Area 16,578 24.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.3 50 0.0560 0.10 Sheet Flow, Sheet Flow-Woods Woods: Light underbrush n= 0.400 P2= 3.10" I 0.6 124 0.5600 3.74 Shallow Concentrated Flow, Shallow Concentrated-Woods Woodland Kv= 5.0 fps 0.1 29 0.0490 4.49 Shallow Concentrated Flow, Shallow Concentrated-Gravel Ra Paved Kv= 20.3 fps 0.0 8 0.1700 6.64 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 0.8 119 0.0235 2.47 Shallow Concentrated Flow, Shallow Concentrated-Gravel Unpaved Kv= 16.1 fps 0.8 215 0.0880 4.78 Shallow Concentrated Flow, Shallow Concentrated- Grass Unpaved Kv= 16.1 fps 10.6 545 Total Pre-Watershed_areas Type ///24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 33 Subcatchment El Subcatchment 3 Hydrograph ., .. _. ._ 8 i J.1 Yl?e..11f 4 hr 7 10a-Year RO.Wall=6.50".. _.. 6 Runoff Area=67,994 sf 5- Runoff Votume 29 547 Cf n E Runoff Depth>5.2'I.... 3 4 Flow Leingth=545' 3 Tc=1 Q.6 imiln . Nr6.9 ....... __.4.._. ..._ _.a.. 2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) i Pre-Watershed_areas Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 i HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 34 Summary for Reach DP: Design Point [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 102,022 sf, 31.99% Impervious, Inflow Depth > 5.27" for 100-Year event Inflow = 10.64 cfs @ 12.17 hrs, Volume= 44,788 cf Outflow = 10.64 cfs @ 12.17 hrs, Volume= 44,788 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Reach DP: Design Point Hydrograph _... f....... 1 Inflow 13 Outflow 11 1: floW Areai::10.2-02 _ ... 10 ..............t._.... ......__.._. 8 _....._._._... ._._. __..__.. - -. .._..__....._... --.. __...._...._._............_.........._... _...... .. -- 7 ...... ........:.........:..._. ... ... 6 ....... p i 5_ ......... __..._ 4 ................'....... ......`. ... .. .. .. ... ... ... .. .. 3 i..._. 2 .....................:........ .........:........._........ ... .... {.......... ...... ......F............;..........:_...._......_..........._;.._........ . i 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) u i. i Pre-Watershed_areas Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Paae 35 Summary for Reach TC: Across E3 [79] Warning: Submerged Pond D Primary device# 1 by 0.15' Inflow Area = 34,028 sf, 47.19% Impervious, Inflow Depth > 5.39" for 100-Year event Inflow = 4.06 cfs @ 12.12 hrs, Volume= 15,278 cf Outflow = 3.59 cfs @ 12.21 hrs, Volume= 15,241 cf, Atten= 12%, Lag= 5.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Max. Velocity= 0.72 fps, Min. Travel Time= 2.7 min Avg. Velocity= 0.24 fps, Avg. Travel Time= 8.1 min Peak Storage= 614 cf @ 12.17 hrs Average Depth at Peak Storage= 0.15' Bank-Full Depth= 0.50' Flow Area= 35.0 sf, Capacity= 49.86 cfs 20.00' x 0.50' deep channel, n= 0.150 Sheet flow over Short Grass Side Slope Z-value= 100.07' Top Width= 120.00' Length= 117.0' Slope= 0.1069 '/' Inlet Invert= 144.22', Outlet Invert= 131.71' y 6 b Reach TC: Across E3 Hydrograph IN Inflow ®Outflow 4 I0floyv Area=34,;028 sf Avg. ;Flow Depth=0. 3s9crs MAX �/e1401 fp's 3 In=0.150 Lr, 117�0' o LL 2 � =0.1069: 1/1 Capacity=49.80 cfs (J� ........... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Watershed-areas Type ///24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD®10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 36 Summary for Pond D: Detention Basin 31 Inflow Area = 34,028 sf, 47.19% Impervious, Inflow Depth > 5.39" for 100-Year event Inflow = 4.35 cfs @ 12.10 hrs, Volume= 15,297 cf Outflow = 4.06 cfs @ 12.12 hrs, Volume= 1.5,278 cf, Atten= 7%, Lag= 1.4 min Primary = 3.55 cfs @ 12.13 hrs, Volume= 15,048 cf Secondary= 0.52 cfs @ 12.11 hrs, Volume= 231 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Peak Elev= 145.00' @ 12.13 hrs Surf.Area= 1,014 sf Storage= 512 cf Plug-Flow detention time= 3.2 min calculated for 15,278 cf(100% of inflow) Center-of-Mass det. time= 2.5 min ( 782.3 -779.9 ) Volume Invert Avail.Storage Storage Description #1 144.10' 3,344 cf Detention Basin (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.10 0 0 0 144.50 583 117 117 u 145.00 1,018 400 517 145.20 1,500 252 769 145.30 50,000 2,575 3,344 b Device Routing Invert Outlet Devices #1 Primary 144.22' 2.0' long x 2.0' 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 I 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Secondary 144.91' 10.0' 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 Primary OutFlow Max=3.42 cfs @ 12.13 hrs HW=144.98' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 3.42 cfs @ 2.26 fps) Secondary OutFlow Max=0.49 cfs @ 12.11 hrs HW=144.99' (Free Discharge) L2=Broad-Crested Rectangular Weir (Weir Controls 0.49 cfs @ 0.65 fps) Pre-Watershed_areas Type 111 24-hr 900-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 u HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 37 Pond D: Detention Basin Hydrograph Inflow �. 0 Outflow I as ds,i IM Prima l;nflov-Area=34,0.2 S i._.. ;. . IM Se ondary Leak lev=14500' 4 Storage.-512. cf 3: 5 . : ; ; I' LL 2 ... ..._L..........:.. ; I I 1 0.,52 cfs'r Fes'✓ s d 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) i, 1, �i r k I' ti it it ji u l C a P1,A Subcatch ment P1A P2 P E Subcatchment P2 Subcatchment P1 B D J Sediment Forebav detention B sin Subcatchment oretention Area Subcatchment 3B Design Point SUb'cafic on L�CIk Routing Diagram for Post Watershed_areas Prepared by The Morin-Cameron Group, Inc., Printed 4/29/2014 HydroCAD®10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC f, Post Watershed_areas Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 24,061 80 >75% Grass cover, Good, HSG D (P1 B, P3A, P313) 30,476 82 Woods/grass comb., Fair, HSG D (P1A, P2) 5,500 96 Gravel surface, HSG D (P1A, P1B, P2, P313) 30,180 98 Paved parking, HSG D (P1A, P113, P2, P3A, P313) 11,626 98 Roofs, HSG D (P1A, P2) 179 98 Unconnected pavement, HSG D (P3A) 102,022 89 TOTAL AREA i t I I J r, Post Watershed—areas Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers k 0 HSG A 0 HSG B 0 HSG C 102,022 HSG D P1A, P1B, P2, P3A, P3B 0 Other 102,022 TOTAL AREA F t Post Watershed_areas Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) J HSG-A HSG-B HSG-C HSG-D Other Total Ground (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover 0 0 0 24,061 0 24,061 >75% Grass s cover, Good 0 0 0 30,180 0 30,180 Paved parking 0 0 0 179 0 179 Unconnected pavement 0 0 0 11,626 0 11,626 Roofs 0 0 0 5,500 0 5,500 Gravel surface 0 0 0 30,476 0 30,476 Woods/grass comb., Fair n 0 0 0 102,022 0 102,022 TOTAL AREA U 5 0 f 1 I� 1 Post Watershed—areas Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 D 142.00 135.00 114.0 0.0614 0.010 12.0 0.0 0.0 2 D 142.00 141.00 54.0 0.0185 0.010 12.0 0.0 0.0 G Post Watershed—areas Type/1/24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 6 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS i Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment P1A: Subcatchment P1A Runoff Area=16,728 sf 51.42% Impervious Runoff Depth=2.16" Flow Length=281' Tc=6.0 min CN=91 Runoff=0`.96 cfs 3,017 cf Subcatchment P1B: Subcatchment P1B Runoff Area=7,664 sf 53.33% Impervious Runoff Depth=2.16" 4 Flow Length=258' Tc=6.0 min CN=91 Runoff=0.44 cfs 1,382 cf Subcatchment P2: Subcatchment P2 Runoff Area=36,520 sf 27.08% Impervious Runoff Depth=1.83" Flow Length=281' Tc=6.0 min CN=87 Runoff=1.79 cfs 5,559 cf Subcatchment P3A: Subcatchment 3A Runoff Area=23,196 sf 83.26% Impervious Runoff Depth=2.55" Flow Length=206' Tc=6.0 min CN=95 Runoff=1.51 cfs 4,924 cf g Subcatchment P3B: Subcatchment 3B Runoff Area=17,914 sf 0.51% Impervious Runoff Depth=1.39" Flow Length=294' Slope=0.0900 '/' Tc=6.0 min CN=81 Runoff=0.67 cfs 2,076 cf ii Reach DP: Design Point Inflow=3.75 cfs 15,984 cf Outflow=3.75 cfs 15,984 cf Pond D: Sediment Forebay/detention Basin Peak Elev=143.87' Storage=1,702 cf Inflow=3.19 cfs 9,959 cf Primary=1.91 cfs 8,984 cf Secondary=0.61 cfs 572 cf Tertiary=0.00 cfs 0 cf Outflow=2.51 cfs 9,556 cf Pond R: Bioretention Area Peak Elev=141.96' Storage=545 cf Inflow=0.61 cfs 572 cf Discarded=0.01 cfs 571 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 571 cf Total Runoff Area= 102,022 sf Runoff Volume= 16,959 cf Average Runoff Depth = 1.99" 58.85% Pervious=60,037 sf 41.15% Impervious=41,985 sf Post Watershed areas Type M 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment P1A: Subcatchment PIA Gravel Areas = Roads and Under Paddle Tennis Courts Runoff = 0.96 cfs @ 12.09 hrs, Volume= 3,017 cf, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 6,778 98 Paved parking, HSG D 1,419 96 Gravel surface, HSG D 1,824 98 Roofs, HSG D 6,707 82 Woods/grass comb., Fair, HSG D V 16,728 91 Weighted Average 8,126 48.58% Pervious Area 8,602 51.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 50 0.0450 0.20 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.10" 0.1 22 0.0450 3.42 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 0.4 59 0.0180 2.72 Shallow Concentrated Flow, Shallow Concentrated Paved Kv= 20.3 fps 0.1 12 0.0330 2.92 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 0.7 138 0.0290 3.46 Shallow Concentrated Flow, Shallow Concentrated Paved Kv= 20.3 fps 0.6 Direct Entry, Direct Entry-0.1hr Min. 6.0 281 Total fi Post Watershed_areas Type N 24-hr 2-Year Rainfall=3.10 Prepared by The iorin-Carneron Group, Inc. Printed 4/29/2014 HydroCAD@10.00 s/n00401 @2011 HydroCAD Software Solutions LLC Page 8 Subcatchment P1A: Subcatchment PlA Hydrograph . .........j-..J...J—; Runoff ..................... .......................................... ............................................ hype 124 r 2-Year Rainfall=3.10" RO n:Off Area=16x728 isf p q RtjnoffVOIOMQ11017; Runoff D:ep: t:h! A Runo =2 6" 0 FI OtWtiehgth=' 281 q 6.-0 7 : m- In CN- 5' 6 7 8 9 10.11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) r Post Watershed_areas Type 11124-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment P1 B: Subcatchment P1 B L Gravel Areas = Roads and Under Paddle Tennis Courts Runoff = 0.44 cfs @ 12.09 hrs, Volume= 1,382 cf, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs y Type III24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 4,087 98 Paved parking, HSG D 2,818 80 >75% Grass cover, Good, HSG D 759 96 Gravel surface HSG D 7,664 91 Weighted Average 3,577 46.67% Pervious Area 4,087 53.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 50 0.0800 2.05 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.10" 0.2 54 0.0800 4.55 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 0.5 154 0.0600 4.97 Shallow Concentrated Flow, Shallow Concentrated Paved Kv= 20.3 fps 4.9 Direct Entry, Direct Entry-0.1hr Min. 6.0 258 Total 1 Post Watershed_areas Type M 24-hr 2-Year Rainfall=3.10" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 ydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 10 Subcatchment P1 B: Subcatchment P1 B i Hydrograph I 0.48 _s..._. --...!................_t..........,t....-I- _I ..........._ _..1......I-.... _. ®Runoff 0.46 - 0.44 .' '. 0.42 _.:. i 0.38 _I_.....:......:...__........_.1_ i............_.2:Y."r:::.Raj:hMCl6*A-V. 0.36 ._... .........,._...... ._. .... .........._._; r...........;.....; 0.34 ;. _ ,.._ . Ru:nbff:Ah6� : ;6& �sf:. 0.32 ............ ...........:_.....,..._.,.......;._.._. ....... ,........._.L.......;...._:.._...;......,._. .. ....... _-....._._...y._._;._._.._._......;_.....__..,........_.... - �un0f;�/OMI,�f�le-1� 38 �cf - 0.3 - w 0.28 f ID 0.26 i,_.. . .. . :Ru o g.ph^2.., C0.24 ,....'..._.L..__I..._!.....t....1...1....1..........J_....: ,-..i_..i....':.._1....l....L.....!.__ _...i_._':....i...1.._i__.:_.._L..._I...._:... .....t...i.._1..._L.._.!...._ 0.22 W-.LeCf h25t8' 0.2 . .._...............t....._`._..._......'.._....... ....i.._ ...........1......1+.�....._�+ 0.18 ... ... ..._;.... ...;....i.....,......!...... i_._i.........._..... -._......... .... ....il �i�� �y ! .11;...... 0.16 ............'....... 0.12 r0.14 - 0.1 0.08 --r --!-- -r-:--:- - - -r-r r._.L.._;..._,_.- T-r--- --r - ! -r-r- - 0.04 f I 0.02_ 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) n a i ry Post Watershed_areas Type/1/24-hr 2-Year Rainfall=3.10 M " Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10 00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment P2: Subcatchment P2 Gravel Areas = Roads and Under Paddle Tennis Courts Runoff = 1.79 cfs @ 12.09 hrs, Volume= 5,559 cf, Depth= 1.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 89 98 Paved parking, HSG D 2,860 96 Gravel surface, HSG D 9,802 98 Roofs, HSG D 23,769 82 Woods/grass comb., Fair, HSG D 36,520 87 Weighted Average 26,629 72.92% Pervious Area 9,891 27.08% Impervious Area E, Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0560 1.78 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.10" 0.3 58 0.0560 3.81 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 0.1 12 0.0100 2.03 Shallow Concentrated Flow, Shallow Concentrated Paved Kv=20.3 fps 0.3 56 0.0500 3.60 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 0.5 105 0.0500 3.60 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 4.3 Direct Entry, Direct Emtry-0.1 hr. Min 6.0 281 Total Post Watershed—areas Type ///24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD@10.00 s/n00401 @2011 HydroCAD Software Solutions LLC Page 12. Subcatchment P2: Subcatchment P2 Hydrograph 2 1.7 1 �"ypell, . 24 r 2-Year Rai nfal 1=3.1 01' Rd n:Off Me 0 a= R060f MO S;5150 0 D Pth;=1-.83" 0 F16W1ehqth, =281' T. d M1111 CN 7 OL .......... ...... ........ ...... ........ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) if Post Watershed_areas Type 11124-hr 2-Year Rainfall=3.10 M " Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment P3A: Subcatchment 3A Gravel Areas = Roads and Under Paddle Tennis Courts Runoff = 1.51 cfs @ 12.08 hrs, Volume= 4,924 cf, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 179 98 Unconnected pavement, HSG D 19,135 98 Paved parking, HSG D 3,882 80 >75% Grass cover, Good, HSG D 23,196 95 Weighted Average 3,882 16.74% Pervious Area 19,314 83.26% Impervious Area r, 179 0.93% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) c 0.5 50 0.0500 1.70 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.10" 0.2 58 0.0500 4.54 Shallow Concentrated Flow, Shallow Concentrated Paved Kv= 20.3 fps 0.5 98 0.0480 3.53 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 4.8 Direct Entry, Direct Entry-0.1hr. Min. 6.0 206 Total 3 L Post Watershed areas Type ///24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 @ 2011 HydroCAD Software Solutions LLC Page 14 Subcatchment P3A: Subcatchment 3A Hydrograph TY pell! 24 2-Year rRainfall 3.10" Rd n off Aeea: ='23196 isf ............- RLInoff::-V '1 O L� mV ;9 24 O"f w * fl * Runoff De:ih=2.55 M Fl OIW:L'en: g: th"-20:6 Tc=6.0 min CN: 5 OL 0 1 2 3'4'­5 67 8 6­1'6­1'1'*1'2­13 14 15 16 17 18 1920 21 22 23 2425 2627 28 2930 31 3233 3435 36 Time (hours) Post Watershed_areas Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment P3B: Subcatchment 3B Gravel Areas = Roads and Under Paddle Tennis Courts l Runoff = 0.67 cfs @ 12.09 hrs, Volume= 2,076 cf, Depth= 1.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs J Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 17,361 80 >75% Grass cover, Good, HSG D 462 96 Gravel surface, HSG D 91 98 Paved parking, HSG D 17,914 81 Weighted Average l 17,823 99.49% Pervious Area 91 0.51% Impervious Area Tc Length Slope Velocity Capacity Description. (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 50 0.0900 0.27 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.10" 1.9 244 0.0900 2.10 Shallow Concentrated Flow, Shallow Concentrated Short Grass Pasture Kv= 7.0 fps 1.0 Direct Entry, Direct Entry-0:1 hr. Min. u 6.0 294 Total Subcatchment P3B: Subcatchment 3B 3 Hydrograph t I I F - I. ...... .:....... .. ... , , ..I .. ,.. ..... ..,.. , 0.7 I. I I I I ell� z r 0.65 ...:....:.... Y 0.6 ;... . 2-Yr Rca l nfa — I I E I E I I ,� l I E I I 0.55- r. . Runoff Arta-17 ;914 isf. . 0.5 `,L. ..I .. .. .. ,.... .. !. .L.._. _ .t v L...., f 0.45 ; RUnoff . Lime=2,07� JT 0.4 Runoff ..0ePth 1_. .9�� .. .. L..... _.. 0 0.35- vv ILength-29'4' _ I I LL I I I ,1 I 0.3 .r . P, 0.25 . $ao �90 . ...I. y. ..�l I I c 60 n 0.2 A' , - 8 0.15 N I I I I II 0.05 0 1 2/3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 3334 3536 Time (hours) Post Watershed—areas Type ///24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 I HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 16 Summary for Reach DP: Design Point [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 102,022 sf, 41.15% Impervious, Inflow Depth = 1.88" for 2-Year event E Inflow = 3.75 cfs @ 12.13 hrs, Volume= 15,984 cf Outflow = 3.75 cfs @ 12.13 hrs, Volume= 15,984 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach DP: Design Point I Hydrograph I 1 - ®Inflow 11 1 ' ®Outflow 4 : ``S � Inflow' rea ,I=102 O22 s : I 1 � I I � I I I I I I I I 1 ....... .. .... i I 3 I I I I I I 1 I 1 I I 3 2 I LL I I I I I I I I I I P 1 I 1 I I I I 1 I I 1 R I 1 1 0 1 2 3 4 5 6 7 8 9 10 11 1213 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 3233 3435 36 Time (hours) j i y I 1 Post Watershed_areas Type/1/24-hr 2-Year Rainfall=3.10 M " Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10 00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 17 Summary for Pond D: Sediment Forebay/detention Basin Inflow Area = 60,912 sf, 37.07% Impervious, Inflow Depth = 1.96" for 2-Year event Inflow = 3.19 cfs @ 12.09 hrs, Volume= 9,959 cf Outflow = 2.51 cfs @ 12.15 hrs, Volume= 9,556 cf, Atten= 21%, Lag= 3.8 min Primary = 1.91 cfs @ 12.15 hrs, Volume= 8,984 cf Secondary = 0.61 cfs @ 12.15 hrs, Volume= 572 cf i Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 143.87' @ 12.15 hrs Surf.Area= 1,276 sf Storage= 1,702 cf i Plug-Flow detention time= 50.9 min calculated for 9,556 cf(96% of inflow) Center-of-Mass det. time= 28.0 min ( 840.9 - 812.9 ) Volume Invert Avail Storage Storage Description #1 142.00' 4,362 cf Detention Basin (Prismatic) Listed below(Recalc) i Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 566 0 0 143.00 918 742 742 144.00 1,327 1,123 1,865 145.00 1,792 1,560 3,424 145.50 1,959 938 4,362 Device Routing Invert Outlet Devices #1 Primary 142.00' 12.0" Round Culvert L= 114.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 142.00'/ 135.00' S= 0.0614 7' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #2 Device 1 142.60' 7.5"Vert. Orifice C= 0.600 #3 Device 1 143.75' 12.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 142.00' 12.0" Round Culvert L= 54.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 142.00'/ 141.00' S= 0.0185 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #5 Device 4 142.00' 2.5"Vert. Low Flow Orifice C= 0.600 #6 Device 4 143.75' 12.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #7 Tertiary 144.50' 10.0' 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 9 Post Watershed—areas Type/1/24-hr 2-Year Rainfall=3,10" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 18 Primary OutFlow Max=1.90 cfs @ 12.15 hrs HW=143.87' TW=137.00' (Fixed TW Elev= 137.00') I t-1=Culvert (Passes 1.90 cfs of 3.50 cfs potential flow) 1:3=Grate 2=Orifice (Orifice Controls 1.45 cfs @ 4.72 fps) (Weir Controls 0.45 cfs @ 1.15 fps) Secondary OutFlow Max=0.61 cfs @ 12.15 hrs HW=143.87' TW=143.00' (Fixed TW Elev= 143.00') 4=Culvert (Passes 0.61 cfs of 2.79 cfs potential flow) zrate ow Flow Orifice (Orifice Controls 0.15 cfs @ 4.50 fps) (Weir Controls 0.45 cfs @ 1.15 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=142.00' (Free Discharge) L7=13road-Crested Rectangular Weir ( Controls 0.00 cfs) Pond D: Sediment Forebay/detention Basin I Hydrograph EM Inflow f 31 [M Outflow nf14 . �.Q:Crt8t I I I I I W Ar�MM`�(QY7 0,�1 f Secondary + �Prima i f Peak Ebel=i 43.87� Tertiary 3 JtdraeT1,?02 cf •. I , I I , t I 1 I I I I I I I I I I I I I 1 I I w 2 .V�. ......._.1.....t...........:......L_.._;_..L.... ..; :_..._:........-.......I....,...-..L...................... ........._.......................... - .. I I I I 1 I I 1 I I I 1 1 I I 1 I I I I I I I f I I I I I I I 1 I l i 0.00,-cfs , 0 0 1 2 3 4 5 6 7 8 9101112131415161718192021222324252627282930313233343536 Time (hours) Post Watershed_areas Type 111 24-hr 2-Year Rainfall=3.10" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10 00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 19 Summary for Pond R: Bioretention Area Inflow = 0.61 cfs @ 12.15 hrs, Volume= 572 cf Outflow = 0.01 cfs @ 12.87 hrs, Volume= 571 cf, Atten= 99%, Lag= 43.2 min Discarded = 0.01 cfs @ 12.87 hrs, Volume= 571 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 141.96' @ 12.87 hrs Surf.Area= 702 sf Storage= 545 cf Plug-Flow detention time=618.3 min calculated for 571 cf(100% of inflow) Center-of-Mass det. time= 618.2 min ( 1,353.9 - 735.7 ) Volume Invert Avail Storage Storage Description n #1 141.00' 2,673 cf Custom Stage Data(Conic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 141.00 444 0 0 444 142.00 715 574 574 728 143.00 1,040 872 1,447 1,069 144.00 1,422 1,226 2,673 1,471 Device Routing Invert Outlet Devices #1 Primary 143.00' 5.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 141.00' 0.520 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.01 cfs @ 12.87 hrs HW=141.96' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=141.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Post Watershed areas Type /I/24-hr 2-Year Rainfafl=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 4/2912014 HydroCAD@10.00 s/n00401 @2011 HvdroCAD Software Solutions LLC P%Le 20 Pond R: Bloretention Area Hydrograph U L I Ell Inflow M Outflow E Discarded 0 Primary r e 0.65 0.6-, .........0.55 e-, 545 f . . I J 0.5-: .............. ....................... 0.45 0.4 .......... 0.35 ... ....... ............ T, 0 0.3 11 I L L.A- 0.25� .........- 0.21 L L.11.. .......... 0.15' 0.1 0. 0 0 1 2 3 4 5 6 7 8 9 1011 1213 14 1*5 116 I7i819202122232425 262728293031 3233343536 Time (hours) L Post Watershed areas Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HvdroCAD Software Solutions LLC Page 21 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment P1A: Subcatchment PIA Runoff Area=16,728 sf 51.42% Impervious Runoff Depth=3.50" Flow Length=281' Tc=6.0 min CN=91 Runoff=1.52 cfs 4,876 cf Subcatchment PIB: Subcatchment P1B Runoff Area=7,664 sf 53.33% Impervious Runoff Depth=3.50" Flow Length=258' Tc=6.0 min CN=91 Runoff=0.70 cfs 2,234 cf Subcatchment P2: Subcatchment P2 Runoff Area=36,520 sf 27.08% Impervious Runoff Depth=3.10" Flow Length=281' Tc=6.0 min CN=87 Runoff=3.01 cfs 9,431 cf Subcatchment P3A: Subcatchment 3A Runoff Area=23,196 sf 83.26% Impervious Runoff Depth=3.92" F. Flow Length=206' Tc=6.0 min CN=95 Runoff=2.27 cfs 7,586 cf Subcatchment P313: Subcatchment 313 Runoff Area=17,914 sf 0.51% Impervious Runoff Depth=2.55" Flow Length=294' Slope=0.0900'/' Tc=6.0 min CN=81 Runoff=1.23 cfs 3,804 cf Reach DP: Design Point Inflow=6.65 cfs 26,017 cf Outflow=6.65 cfs 26,017 cf Pond D: Sediment Forebay/detention Basin Peak EIev=144.04' Storage=1,924 cf Inflow=5.22 cfs 16,541 cf Primary=3.21 cfs 14,409 cf Secondary=1.81 cfs 1,729 cf Tertiary=0.00 cfs 0 cf Outflow=5.03 cfs 16,138 cf Pond R: Bioretention Area Peak EIev=143.05' Storage=1,495 cf Inflow=1.81 cfs 1,729 cf Discarded=0.01 cfs 924 cf Primary=0.12 cfs 217 cf Outflow=0.13 cfs 1,141 cf Total Runoff Area= 102,022 sf Runoff Volume=27,932 cf Average Runoff Depth =3.29" 58.85%Pervious =60,037 sf 41.15% Impervious=41,985 sf Post Watershed—areas Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD®10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment PIA: Subcatchment P1A Gravel Areas = Roads and Under Paddle Tennis Courts Runoff 1.52 cfs @ 12.09 hrs, Volume 4,876 cf, Depth= 3.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 6,778 98 Paved parking, HSG D 1,419 96 Gravel surface, HSG D 1,824 98 Roofs, HSG D 6,707 82 Woods/grass comb., Fair, HSG D 16,728 91 Weighted Average 8,126 48.58% Pervious Area 8,602 51.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 50 0.0450 0.20 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.10" 0.1 22 0.0450 3.42 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 0.4 59 0.0180 2.72 Shallow Concentrated Flow, Shallow Concentrated Paved Kv= 20.3 fps 0.1 12 0.0330 2.92 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 0.7 138 0.0290 3.46 Shallow Concentrated Flow, Shallow Concentrated Paved Kv= 20.3 fps 0.6 Direct Entry, Direct Entry-0.1hr Min. 6.0 281 Total Post Watershed_areas Type III 24-hr 10-YearRainfafl=4.50" Prepared by The ,4orin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD@ 10.00 s/n 00401 Q 2011 HydroCAD Software Solutions LLC Page 23 Subcatchment PlA: Subcatchment PIA Hydrograph 119 Runoff k ype l 1124 r 1 O-Year �Rainfall=4.50vi 8 f Runoff .4r,6 az =: 1:6:7� R V q U t 6 � R p =3 0 FlOW length : 281 min q CN. OL .............. .............- ............. 0 1 2 3 4 5 6... i...F 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) q Post Watershed_areas Type 111 24-hr 10-Year Rainfall=4.50" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 Hydro AD Software Solutions LLC Page 26 Summary for Subcatchment P2: Subcatchment P2 e Gravel Areas = Roads and Under Paddle Tennis Courts Runoff = 3.01 cfs @ 12.09 hrs, Volume= 9,431 cf, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 89 98 Paved parking, HSG D 2,860 96 Gravel surface, HSG D 9,802 98 Roofs, HSG D 23,769 82 Woods/grass comb., Fair, HSG D 36,520 87 Weighted Average I 26,629 72.92% Pervious Area 9,891 27.08% Impervious Area 4: Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0560 1.78 Sheet Flow, Sheet Flow I Smooth surfaces n= 0.011 P2= 3.10" 0.3 58 0.0560 3.81 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 0.1 12 0.0100 2.03 Shallow Concentrated Flow, Shallow Concentrated Paved Kv= 20.3 fps 0.3 56 0.0500 3.60 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps j 0.5 105 0.0500 3.60 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 4.3 Direct Ent Direct Emt -0.1hr. Min 6.0 281 Total Post Watershed_areas Type 111 24-hr 10-Year Rainfall=4.50" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 a HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 27 Subcatchment P2: Subcatchment P2 Hydrograph I I I I I I I I I I �Runoff 1 3 y! e.11124-6r I 1Q-Yeair Rainfall=4.v4" Runoff Area=36,52© isf i R ff'oaf 2 . Ljno ljf'1`1 �9,43'1 .�f.. Run>of Depth Flow Length=28;1' m in I I I I I I I i I 1 I I I I 1 CN�-$7 1 ',... 10 11 12 13 14 � 0 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 15 16 Time (hours) p , Post Watershed_areas Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD010.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment P3A: Subcatchment 3A Gravel Areas = Roads and Under Paddle Tennis Courts Runoff = 2.27 cfs @ 12.08 hrs, Volume= 7,586 cf, Depth= 3.92" E Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 179 98 Unconnected pavement, HSG D 19,135 98 Paved parking, HSG D 3,882 80 >75%Grass cover, Good, HSG D 23,196 95 Weighted Average I 3,882 16.74% Pervious Area 19,314 83.26% Impervious Area 179 0.93% Unconnected i Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0500 1.70 Sheet Flow, Sheet Flow a Smooth surfaces n= 0.011 P2= 3.10" 0.2 58 0.0500 4.54 Shallow Concentrated Flow, Shallow Concentrated Paved Kv= 20.3 fps 0.5 98 0.0480 3.53 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 4.8 Direct Entry, Direct Entry-0.1hr. Min. 6.0 206 Total j y Post Watershed_areas Type/1/24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 29 Subcatchment P3A: Subcatchment 3A u Hydrograph El Runoff r Yp;e 11 24- r 2 . 10-Year ;Rainfa11-4.5 Runoff Area=23 196 § Rl�ir�off Vallt�rne='IS 6 0 N I I I 1 I E I I : I 2. Runoff Depth=3.92" --- - ----- -- I t „A O1.bW�` -NtiQ�w.i --- Y 1 Tc=6.O m in '. I M��V o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 1, Post Watershed_areas Type ///24-hr 10-Year Rainfall=4.50" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 I HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment P3B: Subcatchment 3B r Gravel Areas = Roads and Under Paddle Tennis Courts Runoff = 1.23 cfs @ 12.09 hrs, Volume= 3,804 cf, Depth= 2.55" I Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 17,361 80 >75% Grass cover, Good, HSG D 462 96 Gravel surface, HSG D 91 98 Paved parking, HSG D 17,914 81 Weighted Average 17,823 99.49% Pervious Area 91 0.51% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 50 0.0900 0.27 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.10" i 1.9 244 0.0900 2.10 Shallow Concentrated Flow, Shallow Concentrated Short Grass Pasture Kv= 7.0 fps 1.0 Direct Entry, Direct Entry-0.1hr. Min. 6.0 294 Total Subcatchment P3B: Subcatchment 3B Hydrograph ®Runoff 'ype III 24-fir : 10-bear Rai.nfa11-4 50" RU off Area=17;914 isf 11660 f Val�me 3 804 �cf Runoff Depth=2.;5 ° owLength=294'FI LL Shope=0.0900 ;'/' TC=6.O min CN=81 r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Post Watershed_areas Type 111 24-hr 10-Year Rainfall=4.50" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 31 Summary for Reach DP: Design Point u [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 102,022 sf, 41.15% Impervious, Inflow Depth = 3.06" for 10-Year event Inflow = 6.65 cfs @ 12.10 hrs, Volume= 26,017 cf Outflow = 6.65 cfs @ 12.10 hrs, Volume= 26,017 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach DP: Design Point Hydrograph Fm I E 1 1 1 Inflow I I I I I ®Outflow I I I I 8.85cfs" ;Ilnflov ._,j4�re =10. , 22.0 ... 1 I 1 I it I 1 V. 6' � 5 4 I I I I I I I I I I I I I I I I � � 1 1 I I f I I I LL I I 3 1 I I I I I I 1 I I I� I 2 1 I I I I I I I I I I I t 1 I I I I I I I I 1 I I I I I I r" 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Post Watershed-areas Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 32 Summary for Pond D: Sediment Forebay/detention Basin Inflow Area = 60,912 sf, 37.07% Impervious, Inflow Depth = 3.26" for 10-Year event Inflow = 5.22 cfs @ 12.09 hrs, Volume= 16,541 cf Outflow = 5.03 cfs @ 12.11 hrs, Volume= 16,138 cf, Atten=4%, Lag= 1.4 min Primary = 3.21 cfs @ 12.11 hrs, Volume= 14,409 cf Secondary= 1.81 cfs @ 12.11 hrs, Volume= 1,729 cf Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf I Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 144.04' @ 12.11 hrs Surf.Area= 1,348 sf Storage= 1,924 cf Plug-Flow detention time= 36.8 min calculated for 16,134 cf(98% of inflow) Center-of-Mass det. time= 22.3 min ( 821.1 - 798.8 ) I Volume Invert Avail.Storage Storage Description #1 142.00' 4,362 cf Detention Basin (Prismatic) Listed below(Recalc) i Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 566 0 0 143.00 918 742 742 144.00 1,327 1,123 1,865 145.00 1,792 1,560 3,424 145.50 1,959 938 4,362 Device Routing Invert Outlet Devices #1 Primary 142.00' 12.0" Round Culvert :r L= 114.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 142.00'/ 135.00' S= 0.0614 7' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #2 Device 1 142.60' 7.5"Vert. Orifice C= 0.600 #3 Device 1 143.75' 12.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 142.00' 12.0" Round Culvert L= 54.0' CMP, projecting, no headwall, Ke= 0.900 ' Inlet/Outlet Invert= 142.00'/ 141.00' S= 0.0185 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #5 Device 4 142.00' 2.5"Vert. Low Flow Orifice C= 0.600 #6 Device 4 143.75' 12.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #7 Tertiary 144.50' 10.0' 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 Post Watershed_areas Type 111 24-hr 10-Year Rainfall=4.50" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10 00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 33 Primary OutFlow Max=3.21 cfs @ 12.11 hrs HW=144.04' TW=137.00' (Fixed TW Elev= 137.00') t-1=Culvert (Passes 3.21 cfs of 3.71 cfs potential flow) t 2=Orifice (Orifice Controls 1.57 cfs @ 5.12 fps) 3=Grate (Weir Controls 1.64 cfs @ 1.77 fps) Secondary OutFlow Max=1.81 cfs @ 12.11 hrs HW=144.04' TW=143.00' (Fixed TW Elev= 143.00') t-4=Culvert (Passes 1.81 cfs of 3.05 cfs potential flow) Low Flow Orifice (Orifice Controls 0.17 cfs @ 4.92 fps) =Grate (Weir Controls 1.64 cfs @ 1.77 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=142.00' (Free Discharge) t-7=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond D: Sediment Forebay/detention Basin Hydrograph I I t i 1 t I ®Inflow 5Z2 efs Outflow -I- Inf�oW Area'6Q, 12 V El®Primary _ - Secondary I i 1 Tertiary Peak E1ev,=144.04 5 StdraeT' ,924 cf 4 1 .�v,��Of3•s 1 - I I I I I I I I 1 I I I I I I I I I I I I I L__t......L_..:.....J.._ .............. 3 I I I o ' f 2 I 1 I I I I I I I I I I I 1 I I I I I 1 I I 1 o.ao!cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 1213141516171819 20212223 2425 2627 282 30 3132 33 34 35 36 Time (hours) Post Watershed-areas Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 34 Summary for Pond R: Bioretention Area [81] Warning: Exceeded Pond D by 0.05' @ 16.14 hrs Inflow = 1.81 cfs @ 12.11 hrs, Volume= 1,729 cf i Outflow = 0.13 cfs @ 12.58 hrs, Volume= 1,141 cf, Atten= 93%, Lag= 28.0 min Discarded = 0.01 cfs @ 12.58 hrs, Volume= 924 cf Primary = 0.12 cfs @ 12.58 hrs, Volume= 217 cf ,! Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 143.05' @ 12.58 hrs Surf.Area= 1,056 sf Storage= 1,495 cf Plug-Flow detention time= 546.7 min calculated for 1,141 cf(66% of inflow) Center-of-Mass det. time= 539.3 min ( 1,272.2 - 732.9 ) il Volume Invert Avail.Storage Storage Description #1 141.00' 2,673 cf Custom Stage Data(Conic) Listed below(Recalc) k Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 141.00 444 0 0 444 E 142.00 715 574 574 728 143.00 1,040 872 1,447 1,069 144.00 1,422 1,226 2,673 1,471 Device Routing Invert Outlet Devices #1 Primary 143.00' 5.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 i 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 141.00' 0.520 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.01 cfs @ 12.58 hrs HW=143.05' (Free Discharge) t2=Exf1ltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.11 cfs @ 12.58 hrs HW=143.05' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 0.11 cfs @ 0.50 fps) Post Watershed—areas Type /// 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 H droCAD® 10 00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 35 Pond R: Bioretention Area Hydrograph _ ... ........._L_._....: ....:......._.. IS Inflow 0 Outflow yIt Ptak Elev=141 .0 ®Primary 2 ' 3 5 Prima $tor"a e;=1 ,4 5 �f .....:_...i....4......1...._(....i._..:.._...:... F.... ........... :....—t_...(......I.... .._6_....I......d.._ ........._!....i.....:..__..:__ _ _ ..._!..._.......I......l...._.__ I 1 I I I I y I f I I I I 1 1 I f. �y I I I I I ' £.0,13tfall . U.12 cFs:" ts- 0 0 1 2 3/4 5 6 7 8 9 1011 1213 9 41516 171819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) i Post Watershed_areas Type 111 24-hr 100-Year Rainfall=6.50" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 6 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 36 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points I Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment PIA: Subcatchment PIA Runoff Area=16,728 sf 51.42% Impervious Runoff Depth=5.45" i Flow Length=281' Tc=6.0 min CN=91 Runoff=2.31 cfs 7,594 cf Subcatchment P1B: Subcatchment P1B Runoff Area=7,664 sf 53.33% Impervious Runoff Depth=5.45" Flow Length=258' Tc=6.0 min CN=91 Runoff=1.06 cfs 3,479 cf Subcatchment P2: Subcatchment P2 Runoff Area=36,520 sf 27.08% Impervious Runoff Depth=5.00" Flow Length=281' Tc=6.0 min CN=87 Runoff=4.75 cfs 15,208 cf Subcatchment P3A: Subcatchment 3A Runoff Area=23,196 sf 83.26% Impervious Runoff Depth=5.91" Flow Length=206' Tc=6.0 min CN=95 Runoff=3.34 cfs 11,421 cf s Subcatchment P313: Subcatchment 3B Runoff Area=17,914 sf 0.51% Impervious Runoff Depth=4.34" Flow Length=294' Slope=0.0900 '/' Tc=6.0 min CN=81 Runoff=2.07 cfs 6,482 cf Reach DP: Design Point Inflow=10.18 cfs 42,216 cf Outflow=10.18 cfs 42,216 cf R Pond D: Sediment Forebay/detention Basin Peak Elev=144.32' Storage=2,320 cf Inflow=8.11 cfs 26,280 cf Primary=4.03 cfs 21,940 cf Secondary=3.05 cfs 3,937 cf Tertiary=0.00 cfs 0 cf Outflow=7.09 cfs 25,877 cf Pond R: Bioretention Area Peak Elev=143.35' Storage=1,838 cf Inflow=3.05 cfs 3,937 cf Discarded=0.01 cfs 952 cf Primary=2.60 cfs 2,373 cf Outflow=2.62 cfs 3,325 cf Total Runoff Area= 102,022 sf Runoff Volume=44,183 cf Average Runoff Depth =5.20" 58.85% Pervious=60,037 sf 41.15%Impervious=41,985 sf u Post Watershed_areas Type III 24-hr 100-Year Rainfall=6.50" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 D HydroCAD®10 00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment PIA: Subcatchment PIA Gravel Areas = Roads and Under Paddle Tennis Courts e Runoff = 2.31 cfs @ 12.08 hrs, Volume= 7,594 cf, Depth= 5.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description r 6,778 98 Paved parking, HSG D 1,419 96 Gravel surface, HSG D 1,824 98 Roofs, HSG D 6,707 82 Woods/grass comb., Fair, HSG D 16,728 91 Weighted Average 8,126 48.58% Pervious Area 8,602 51.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 50 0.0450 0.20 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.10" 0.1 22 0.0450 3.42 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 0.4 59 0.0180 2.72 Shallow Concentrated Flow, Shallow Concentrated Paved Kv= 20.3 fps 0.1 12 0.0330 2.92 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 0.7 138 0.0290 3.46 Shallow Concentrated Flow, Shallow Concentrated Paved Kv= 20.3 fps 0.6 Direct Entry, Direct Entry-0.1hr Min. 6.0 281 Total Post Watershed_ areas Type ///24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 ii HydroCADO 10.00 s/n 00401 @ 2011 HydroCAD Software Solutions LLC Page 38 Subcatchment P1A: Subcatchment PlA Hydrograph ypel:l l l 24 r It . .......... TO -Y*** R ­ ftll 0.00 2- 0- ear 'ain 161728 isf Arb RU off ROOff—V 10 6, me-7 504 Rutf D Pt =5 4 0.....................ROW-L th 281,_:__. T: 6.0 min CN: 61 q p OL 1" '1"�...1'6­k'�� ................ 0 1 4 5 6 7 8 9 10 11 12 13 1415 16 i 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Post Watershed_areas Type 11124-hr 100-Year Rainfall=6.50" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment P1 B: Subcatchment P1 B Gravel Areas = Roads and Under Paddle Tennis Courts Runoff = 1.06 cfs @ 12.08 hrs, Volume= 3,479 cf, Depth= 5.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 4,087 98 Paved parking, HSG D 2,818 80 >75% Grass cover, Good, HSG D 759 96 Gravel surface HSG D 7,664 91 Weighted Average 3,577 46.67% Pervious Area 4,087 53.33% Impervious Area u' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 50 0.0800 2.05 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.10" 0.2 54 0.0800 4.55 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 0.5 154 0.0600 4.97 Shallow Concentrated Flow, Shallow Concentrated Paved Kv= 20.3 fps 4.9 Direct Entry, Direct Entry-0.1 hr Min. 6.0 258 Total Post Watershed—areas Type N 24-hr 100-Year Rainfafl=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 @ 2011 HydroCAD Software Solutions LLC Page 40 Subcatchment PIB: Subcatchment P1B Hydrograph ype::- I 00-YearRainfal1=6.50" RuhoffAr' A 7 664 isf R06Off Vq,1Om6=1479 Runo ff 7=5; .h1 0. t ' 4 0 U. F10: WLdhath=258! T 6.0 min. CN: 01, 06 i ........ 3 4 5 6 7 8 6 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 SO 33 34 35 36 Time (hours) Post Watershed_areas Type Ill 24-hr 100-Year Rainfall=6.50" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment P2: Subcatchment P2 Gravel Areas = Roads and Under Paddle Tennis Courts 5 Runoff = 4.75 cfs @ 12.09 hrs, Volume= 15,208 cf, Depth= 5.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 89 .98 Paved parking, HSG D 2,860 96 Gravel surface, HSG D 9,802 98 Roofs, HSG D 23,769 82 Woods/grass comb., Fair, HSG D 36,520 87 Weighted Average 26,629 72.92% Pervious Area 9,891 27.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0560 1.78 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.10" 0.3 58 0.0560 3.81 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 0.1 12 0.0100 2.03 Shallow Concentrated Flow, Shallow Concentrated Paved Kv= 20.3 fps 0.3 56 0.0500 3.60 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 0.5 105 0.0500 3.60 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 4.3 Direct Entry, Direct Emtry-0.1hr. Min 6.0 281 Total Post Watershed—areas Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/2912014 HydroCAD@10.00 s/n00401 @2011 HydroCAD Software Solutions LLC Page 42 Subcatchment P2: Subcatchment P2 Hydrograph ............. T ype.. III 24 r .... ........ 1604earA aln6: II=0i.**5- 6"- 4- Runoff Area-36,520 Sf Ildhoff VolulM&l S 208 ld ........ ... Ru' n' §ff Depth=S.O 017 F b,"sk, :el th 9,1 : 0 ng E ... ....... 2 C- 0 min CN-87 ............ 0-00 ATI ,......... .... 14 15 16 17 18 19 20 il 22 23 24 25 26 27 28 29 SO il 32 33 34 35 36 Time (hours) Post Watershed_areas Type 111 24-hr 100-Year Rainfall=6.50" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 4 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment P3A: Subcatchment 3A Gravel Areas = Roads and Under Paddle Tennis Courts Runoff = 3.34 cfs @ 12.08 hrs, Volume= 11,421 cf, Depth= 5.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 179 98 Unconnected pavement, HSG D 19,135 98 Paved parking, HSG D 3,882 80 >75% Grass cover, Good, HSG D 23,196 95 Weighted Average 3,882 16.74% Pervious Area 19,314 83.26%Impervious Area 179 0.93% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0500 1.70 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2 3.10" 0.2 58 0.0500 4.54 Shallow Concentrated Flow, Shallow Concentrated Paved Kv=20.3 fps 0.5 98 0.0480 3.53 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 4.8 Direct Entry, Direct Entry-0.1 hr. Min. 6.0 206 Total Post Watershed—areas Type III 24-hr 100-YearRainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 @ 2011 HydroCAD Software Solutions LLC Page 44 Subcatchment P3A: Subcatchment 3A Hydrograph 119 Runoff k 2- 4-hr Ill ........... ............ ....;Type ....................... 3 10 Ye a� �, kalin2fa: 11=61 .5 l 1 Runoff Arow-23,196 Sf Rdnioff Voluhi 11421 ild 2- Onoff qpt: :=519; 0 F Lend ,th: 2 TC-6.0 I mn j-J CN-95 0 1 2 3 4 5 6 7� 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 2 62 7 28 2 93 0 31 3 23 3 3 43 5 36 Time (hours) Post Watershed_areas Type ///24-hr 100-Year Rainfall=6.50" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10 00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 45 n Summary for Subcatchment P313: Subcatchment 3B n Gravel Areas = Roads and Under Paddle Tennis Courts Runoff = 2.07 cfs @ 12.09 hrs, Volume= 6,482 cf, Depth= 4.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 17,361 80 >75% Grass cover, Good, HSG D 462 96 Gravel surface, HSG D 91 98 Paved parking, HSG D 17,914 81 Weighted Average 17,823 99.49% Pervious Area 91 0.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 50 0.0900 0.27 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.10" H 1.9 244 0.0900 2.10 Shallow Concentrated Flow, Shallow Concentrated Short Grass Pasture Kv= 7.0 fps 1.0 Direct Entry, Direct Entry-0.1hr. Min. u 6.0 294 Total 4; Subcatchment P3B: Subcatchment 3B Hydrograph . I I I I I I I I I ®Runoff 2;07 I 2 ype �1124 hr: .. 10Q-Year Rainfall-6.50" . I I RUn: Off Area=17:914 sf u . 1 I I R06off Valrne=6,482 �cf I Runoff.Depth=4.34" Flo w Length;294' LL 1- SMope 0.09.00 ;T II Tc=6.O min I CN.81 I � II I 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 21 22 23 2425 26 27 28 2930 31 32 33 3436 36 Time (hours) Post Watershed_areas Type 111 24-hr 100-Year Rainfall=6.50" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 46 Summary for Reach DP: Design Point [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 102,022 sf, 41.15% Impervious, Inflow Depth = 4.97" for 100-Year event Inflow = 10.18 cfs @ 12.15 hrs, Volume= 42,216 cf Outflow = 10.18 cfs @ 12.15 hrs, Volume= 42,216 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach DP: Design Point I' Hydrograph I .._ J . I I.._ ....1 J : I E I I IEl Inflow 110 to cfs t9.16afs' �n 0v4 ArPr0—�040, 22 S7/i 10 ' ....:............... I I" I I I I I I I I f f I g _. Llo. g ... ......... .. ....... I .... . I f I I I I I 2 1 4 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) i Post Watershed_areas Type 111 24-hr 100-Year Rainfall=6.50" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 a HydroCAD® 10 00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 47 Summary for Pond D: Sediment Forebay/detention Basin Inflow Area = 60,912 sf, 37.07% Impervious, Inflow Depth = 5.18" for 100-Year event Inflow = 8.11 cfs @ 12.08 hrs, Volume= 26,280 cf Outflow = 7.09 cfs @ 12.13 hrs, Volume= . 25,877 cf, Atten= 13%, Lag= 2.7 min Primary = 4.03 cfs @ 12.13 hrs, Volume= 21,940 cf Secondary= 3.05 cfs @ 12.13 hrs, Volume= 3,937 cf Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 144.32' @ 12.13 hrs Surf.Area= 1,478 sf Storage= 2,320 cf Plug-Flow detention time= 27.7 min calculated for 25,870 cf(98% of inflow) Center-of-Mass det. time= 18.2 min ( 804.5- 786.3 ) Volume Invert Avail Storage Storage Description #1 142.00' 4,362 cf Detention Basin (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 566 0 0 143.00 918 742 742 144.00 1,327 1,123 1,865 145.00 1,792 1,560 3,424 145.50 1,959 938 4,362 Device Routing Invert Outlet Devices #1 Primary 142.00' 12.0" Round Culvert L= 114.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 142.00'/ 135.00' S= 0.06147' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf ° #2 Device 1 142.60' 7.5"Vert. Orifice C= 0.600 #3 Device 1 143.75' 12.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 142.00' 12.0" Round Culvert L= 54.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 142.00'/ 141.00' S= 0.0185 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #5 Devise 4 142.00' 2.5"Vert. Low Flow Orifice C= 0.600 #6 Device 4 143.75' 12.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #7 Tertiary 144.50' 10.0' 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 fi Post Watershed—areas Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 J HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 48 Primary OutFlow Max=4.03 cfs @ 12.13 hrs HW=144.32' TW=137.00' (Fixed TW Elev= 137.00') a t-1=Culvert (Inlet Controls 4.03 cfs @ 5.13 fps) 1:3=Grate 2=Orifice (Passes < 1.76 cfs potential flow) (Passes < 2.87 cfs potential flow) i Secondary OutFlow Max=3.05 cfs @ 12.13 hrs HW=144.32' TW=143.00' (Fixed TW Elev= 143.00') t 4=Culvert (Passes 3.05 cfs of 3.44 cfs potential flow) I :Grate Low Flow Orifice (Orifice Controls 0.19 cfs @ 5.54 fps) (Orifice Controls 2.87 cfs @ 3.65 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=142.00' (Free Discharge) I t-7=13road-Crested Rectangular Weir ( Controls 0.00 cfs) Pond D: Sediment Forebay/detention Basin I Hydrograph Inflow a - - . .' �' outflow w n ow ea-Ar. 0 12 sf ®Prima III Secondary g �; Tertiaryroscfs; Peak E1ev=144.32 $ ; .. .. _ d S eT , t.. ra 2 �20 cf..... ..7 _ 6- 5 .2 4 345 cfs 3- 2-1 1 U da 0 0 1 2 3 4 5 6 7 8 9 10 1112 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 36 36 Time (hours) Post Watershed_areas Type ///24-hr 100-Year Rainfall=6.50" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 49 Summary for Pond R: Bioretention Area [81] Warning: Exceeded Pond D by 0.03' @ 16.22 hrs Inflow = 3.05 cfs @ 12.13 hrs, Volume= 3,937 cf Outflow = 2.62 cfs @ 12.19 hrs, Volume= 3,325 cf, Atten= 14%, Lag= 3.8 min Discarded = 0.01 cfs @ 12.19 hrs, Volume= 952 cf Primary = 2.60 cfs @ 12.19 hrs, Volume= 2,373 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 143.35' @ 12.19 hrs Surf.Area= 1,169 sf Storage= 1,838 cf Plug-Flow detention time= 198.9 min calculated for 3,324 cf(84% of inflow) Center-of-Mass det. time= 192.9 min ( 925.4- 732.4 ) Volume Invert Avail Storage Storage Description #1 141.00' 2,673 cf Custom Stage Data(Conic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 141.00 444 0 0 444 142.00 715 574 574 728 143.00 1,040 872 1,447 1,069 144.00 1,422 1,226 2,673 1,471 G' Device Routing Invert Outlet Devices #1 Primary 143.00' 5.0' long x 5.0' breadth Broad-Crested Rectangular Weir p` Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 141.00' 0.520 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.01 cfs @ 12.19 hrs HW=143.35' (Free Discharge) t-2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=2.60 cfs_@ 12.19 hrs HW=143.35' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 2.60 cfs @ 1.47 fps) Post Watershed—areas Type III 24-hr 100-YearRainfafl=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 4/29/2014 HydroCADO 10.00 s/n 00401 @ 2011 HydroCAD Software Solutions LLC Page 50 Pond R: Bioretention Area Hydrograph FEE Inflow .1 Ell Outflow I Discarded 143:3 ®Primary 3 z.52ctsp ge- I r0; 41838 Of. ............ q 2— p f L- 0 q q &Z 01 01 2 3 4 5 6­7' 8 9 1011 1213141516171819 iO il 22 h 24 25 26 27 28 ig jo ji 32 h 34 35 36 Time (hours) II l Stormwater Management Calculations Standard 3: Recharge To Groundwater: Static Method Existing Impervious Area=32,637 SF Proposed Impervious Area = 41,985 SF There is an increase in the amount of impervious surface of 9,348 SF Hydrologic Soil Group Recharge Rainfall Depth D 0.10" Recharge Volume Required for New Development area only= [0.10"x 9,348SF] = 935/12 SF-In = 78 CF Recharge Volume Provided Discarded at Bioretention Area for 2 year event-- 265CF (Static Volume) Recharge Volume Provided During 100-Year Storm Event= 525 CF (No Recharge above the 10-Year Storm Elevation, Mounding Analysis Not Required) Drawdown Analysis: Static Method Bioretention Area Average bottom area detention pond = (444SF+1,040SF)/2 = 742 SF Infiltration Volume (100 Year Storm at 143.0) = 1,447CF Detention Pond Drawdown Time = ((1,447CF/0.52 in/Hr.) x 12in/ft.)/742 SF = 45.0 hours *Remove restrictive soil layers and replace with free draining Title 5 sand. S' �i f, L c �! F �' - _ - �I 4 6. Standard 4: Water Quality Volume (WQV): Use water quality depth of 1" For Zone A Critical Area Area Impervious = 10,954 SF (PIA, P1B and P2) WQV = 1" X 10,954 SF/12" Pavement = 913 CF 1,447 CF of Storage Provided in Bioretention Area (FS = 1.5) CDS Treatment Calculations Attached Herein. Sediment Forebay Sizing Volume = 0.1" X 10,954SF/12" = 92 CF 403 CF of Storage Provided in Bioretention Area (FS = 4.3) �: v [. G r I N �. 5 I t f Post Watershed_areas Type 11124-hr 100-Year Rainfall=6.50" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond DB1: Sediment Forebay/detention Basin r Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 142.00 566 0 144.60 1,606 2,744 142.05 584 29 144.65 11629 2,825 142.10 601 58 144.70 1,652 2,907 142.15 619 89 144.75 1,676 2,991 i' 142.20 636 120 144.80 1,699 3,075 142.25 654 153 144.85 1,722 3,160 142.30 672 186 144.90 1,746 3,247 142.35 689 220 144.95 1,769 3,335 142.40 707 255 145.00 1,792 3,424 142.45 724 290 145.05 1,809 3,514 142.50 742 327 145.10 1,825 3,605 142.55 760 36 145.15 1,842 3,697 142.60 777 403 145.20 1,859 3,789 42.65 795 442 "' 145.25 1,876 3,882 142.70 812 482 145.30 1,892 3,977 {, 142.75 830 524 145.35 11909 4,072 142.80 848 565 145.40 1,926 4,168 142.85 865 608 145.45 1,942 4,264 142.90 883 652 145.50 1,969 4,362 142.95 900 697 143.00 918 742 143.05 938 788 @c3z [✓�-� � (�� 143.1 99 836 143.15 979 884 OSC-( F70(-1 Sl�(tJ 143.20 1,000 934 pF � � 143.25 1,020 984 143.30 1,041 1,036 143.35 1,061 1,088 143.40 1,082 1,142 143.45 1,102 1,197 143.50 1,123 1,252 143.55 1,143 1,309 143.60 1,163 1,366 143.65 1,184 1,425 143.70 1,204 1,485 143.75 1,225 1,546 143.80 1,245 1,607 143.85 1,266 1,670 143.90 1,286 1,734 143.95 1,307 1,799 144.00 1,327 1,865 144.05 1,350 1,931 144.10 1,373 2,000 144.15 1,397 2,069 144.20 1,420 2,139 144.25 1,443 2,211 144.30 1,467 2,284 144.35 1,490 2,357 144.40 1,513 2,433 144.45 1,536 2,509 144.50 1,560 2,586 144.55 1,583 2,665 E' !' �i ;: Post Watershed_areas Type 111 24-hr 100-Year Rainfall=6.50" M Prepared by The orin-Cameron Group, Inc. Printed 4/29/2014 HydroCAD® 10 00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1 P: Bioretention Area Elevation Surface Horizontal Storage (feet (sq-ft) (sq-ft) (cubic-feet) i 141.00 444 444 0 141.10 468 468 46 141.20 493 493 94 141.30 519 519 144 141.40 545 545 197 141.50 571 571 253 141.60 599 599 312 141.70 627 627 373 141.80 656 656 437 141.90 685 685 504 142.00 715 715 574 I z 142.10 745 745 647 142.20 775 775 723 142.30 806 806 802 142.40 838 838 884 142.50 870 870 970 142.60 903 903 1,058 142.70 936 936 1,150 142.80 970 970 1,246 142.90 1,005 1,005 1,344 1,040 1,040 1,447 ®L)TLC'T ELEVA�r(OPQ 143.10 1,076 1,076 1,552 L6PD •FD(4 \Ci6� 143.20 1,112 1,112 1,662 143.30 1,148 1,148 1,775 143.40 1,186 1,186 1,891 143.50 1,224 1,224 2,012 143.60 1,262 1,262 2,136 143.70 1,301 1,301 2,264 143.80 1,341 1,341 2,396 143.90 1,381 1,381 2,532 144.00 1,422 1,422 2,673 h �i ti i is i UNIVERSITY OF MASSACHUSE Massachusetts stormwater TTS f Evaluation Project AT AMHERST Water Resources Research Center (413)545-5532 Blaisdell House, UMass (413)545-2304 FAX C 310 Hicks Way www.mastep.net Amherst, MA 01003 il MASTEP Technology Review Technoloay Name: CDS (Continuous Deflective Separator) -Contech Stormwater Solutions, Inc. Studies Reviewed: • Independent Review of CDS 2015 Product Evaluation, FB Environmental Associates, 2009. • NJCAT Technology Verification Addendum Report High Efficiency Continuous Deflective Separators CDS Technologies Inc. December 2004 • Continuous Deflection Separation (CDS) Unit For Sediment Control In Brevard County, Florida January, 2000 t' Date: 12/16/2009 l Reviewer: Jerry Schoen Ratin : 2 n' Brief rationale for rating: MASTEP rating is based primarily on FB Environmental 2009 laboratory study. This study generally followed NJDEP-recommended laboratory test protocols,with some exceptions: no evidence of a Quality Assurance Project Plan, little discussion of quality control, higher than recommended particle size distribution, limited range of influent sediment concentration, sediments analyzed by SSC method but not TSS. The Florida field study monitored 5 storm events and encountered sampling/equipment problems in four of them. The NJCAT lab study was conducted on a unit that was specially modified for testing in New Jersey, and is now being sold in NJ and NY. Other Comments: FB Environmental Associates study: • OK-110 sediment mix used. This is recommended by Maine DEP, but produces sediments somewhat larger than those recommended by New Jersey DEP. • Sediment analysis conducted with whole sample; essentially SSC method. SSC is generally regarded as more accurate than TSS method, but comparisons with other studies or products that use TSS data are problematic. • Full range of flows were tested. • Only one target sediment concentration was tested; average influent SSC was 313 mg/I, slightly outside of recommended 100-300 mg/I range. • Scour test was performed; system produced no scour at flows up to 137% of capacity. N]CAT Study ■ Expectations of sediment removal performance comparable to this study should be confined to units that contain the sediment weir and a 2400 micron screen. ■ The study did not include a scour test. ■ A particularly fine sediment mix (Sil-Col-Sil 106, pre-washed to remove all particles> 100 microns),which makes sediment removal more difficult. Higher removal efficiencies may be obtained if sediment particle size range is larger. Water Resources Research Center Page 1 University of Massachusetts-Amherst 12/16/2009 1 E I r k u r n 9 E ■ A narrow range of influent sediment(164—203 mg/I, average 184), was tested but this is within the NJDEP-recommended 100-300 mg/I range. ■ TSS analysis appears to have been performed by a non-standardized method. ■ No discussion of quality control. l Brevard County FL study ■ This study was performed before release of the TARP Tier II Protocols and does not conform to them. It ■ The study states that"testing under higher flow conditions would be desirable." ■ TSS, BOD, COD, pH, total phosphorus, and turbidity were monitored. C Center For Energy Efficiency and Renewable Energy Page 2 University of Massachusetts—Amherst February 11, 1999 C b d R it A t 3 TIDE MORIN-CAMERON GROUP, INC. Standard 4: Total Suspended Solids Calculation for Site Discharge 447 Boston Street,US Route 1 Topsfield,MA 01983 NAME: 500 Great Pond Road Proj.No.: 3006 p 1978.887.8586 m 1781.520.9496 North Andover, MA Date: 5/1/2014 CLIENT: North Andover Country Club Revised: COUNTY: Essex Southern Computed by: Scott P. Cameron, P.E. Checked by: John M. Morin, P.E. B C D E F TSS Removal Starting TSS Amount Remaining _ BMP Rate Load *F Removed C*D Load D-E 1["6eep Sump and Hooded 0.25 1.00 0.25 0.75 Catch Basin tQ � .O Sediment Forebay 0.25 0.75 0.19 0.56 E Bioretention Area 0.90 0.56 0.51 0.06 V0.00 0.06 0.00 0.06 0.00 0.06 IF0.00 0.06 Total TSS Removal = 94% Equals remaining load from previous BMP (E) which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol.1 Mass.Dept of Environmental Protection _ _ 1 TSS kef^0Vp(L. r-Oq.. ?(L0p Z.IE'TA4-4 T'2EM'+rrmv- T' S`IMM (CDS) 5' CDS ESTIMATED NET ANNUAL TSS REDUCTION AMt1�r BASED ON THE RATIONAL RAINFALL METHOD C44C PARKING LOT EXPANSION - NORTH ANDOVER COUNTRY CLUB NZ���` NORTH ANDOVER, MA V P4 for SYSTEM: STS ENGINEERED SOLUTIONS Area 0.71 acres CDS Model Weighted C 0.90 2015-4 Tc 5 minutes CDS Treatment Capacity 1.4 cfs Rainfall Percent Cumulative Total Removal Incremental Intensity' Rainfall Rainfall Flowrate Treated Flowrate(cfs) Efficiency Removal(/o) in/hr Volume' Volume cfs 0.08 41.0% 41.0% 0.05 0.05 99.6 40.9 0.16 23.9% 64.9% 0.10 0.10 97.9 23.4 0.24 11.5% 76.5% 0.15 0.15 96.2 11.1 0.32 7.4% 83.9% 0.20 0.20 94.4 7.0 0.40 4.4% 88.3% 0.26 0.26 92.7 4.1 0.48 2.9% 91.2% 0.31 0.31 91.0 2.6 0.56 1.8% 93.0% 0.36 0.36 89.2 1.6 0.64 1.2% 94.2% 0.41 0.41 87.5 1.0 0.72 1.6% 95.8% 0.46 0.46 85.8 1.4 ` 0.80 0.8% 96.6% 0.51 0.51 84.0 0.7 1.00 0.6% 97.1% 0.64 0.64 79.7 0.5 1.40 1.4% 98.6% 0.89 0.89 71.0 1.0 1.80 0.9% 99.5% 1.15 1.15 62.3 0.6 2.20 0.5% 100.0% 1.41 1.40 53.6 0.3 96.1 Removal Efficiency Adjustmene= 6.5% Predicted %Annual Rainfall Treated= 93.5% Predicted Net Annual Load Removal Efficiency= 89.6% 1 -Based on 7 years of data from NCDC station#3276, Groveland, Essex County, MA 2-Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. �: E+ i� .. - _ k C 11 i (� I, �', Page 1 of 1 C NTEC1�1� ENGINEERED SOLUTIONS Purpose: To calculate the water quality flow rate(WQF)over a given site area. In this situation the WQF is derived from the first 1.0"of runoff. Reference: Massachusetts Dept. of Environmental Protection Wetlands Program/United States Department of Agriculture Natural Resources Conservation Service TR-55 Manual Structure Impv. A tc t, Q(in) Given: Name acres miles min hrSTS 0.71 0.0011094 5.0 0.083 t Procedure: Determine unit peak discharge using Figure 1 or 2. Figure 2 is in tabular form so is preferred. Using the tc, read the unit peak discharge(qu)from Figure 1 or Table in Figure 2. qu is expressed in the following units: cfs/mil/watershed inches(csm/in). Structure Name qu csm/in. STS 795.00 1. Compute Q Rate using the following equation: Q,_(qu)(A)(WQV) where: _ Q,=flow fate associated with first 1.0"of runoff qu =the unit peak discharge, in csm/in. A=impervious surface drainage area(in square miles) WQV=water quality volume in watershed inches (1.0"in this case) Structure Name I Q, icfs STS �' e k �, t I' P �, E S Construction Period Pollution Prevention Plan Erosion and Sedimentation will be controlled at the site by utilizing Structural Practices, Stabilization Practices, and Dust Control. These practices correspond with plans entitled "Practice Facility & Parking Lot Expansion Prepared For North Andover Country Club, 500 Great Pond Road, North Andover, Massachusetts, Sheets 1-4", prepared by The Morin-Cameron Group, Inc. on May 1, 2014 as revised and approved by the North Andover Planning Board and Conservation Commission, hereinafter referred to as the Site Plans. Responsible Party Contact Information: Stormwater Management System Owner: North Andover Country Club 500 Great Pond Road North Andover, MA 01845 P: (978) 687-7414 Town of North Andover Contact Information: North Andover Community Development 1600 Osgood Street North Andover, MA 01845 Phone: (978) 688-9533 North Andover Conservation Commission 1600 Osgood Street North Andover, MA 01845 Phone: (978) 688-9510 North Andover Public Works 384 Osgood Street North Andover, MA 01845 Phone: (978) 685-0950 Site Design Engineer Information: The Morin-Cameron Group, Inc. 447 Boston Street, Route 1 Topsfield, MA 01983 Phone: (978) 887-8586 Best Management Practices Operation and Maintenance Plan North Andover Country Club 500 Great Pond Road North Andover MA May 1, 2014— Page 1 of 9 Structural Practices: 1) Mulch Sock—A mulch sock sediment barrier will be constructed around the limit of work as indicated on the Grading and Drainage Plan to prevent the spreading of fine sediments from the site. This control will be installed prior to major soil disturbance on the site. Mulch Sock Requirements a) Locate the mulch sock upland where identified on the plans. b) The mulch sock should be nearly level through most of its length to impound a broad, temporary pool. The last 10 to 20 feet at each end of the mulch sock should be swung slightly uphill (approximately 0.5 feet in elevation) to provide storage capacity. c) Stake the mulch sock in accordance with the construction details. d) The mulch sock should be removed when it has served its useful purpose, but not before the upslope area has been permanently stabilized through one growing season and only following approval by the Conservation Commission or their representative. Retained sediment must be removed and property disposed of, or mulched and seeded. Mulch Sock Inspection/Maintenance a) Mulch socks should be inspected immediately after each rainfall event of 1- inch or greater, and at least daily during prolonged rainfall. Inspect the depth of sediment, tears, if the mulch sock is securely attached to the stakes, and to see that the stakes are firmly in the ground. Repair or replace as necessary. b) Remove sediment deposits promptly after storm events to provide adequate storage volume for the next rain and to reduce pressure on the mulch sock. Sediment will be removed from behind the mulch sock when it becomes about 4" deep at the mulch sock. Take care to avoid undermining the mulch sock during cleanout. c) If the mulch sock tears, decomposes, or in any way becomes ineffective, replace it immediately. d) Remove all mulch sock materials after the contributing drainage area has been properly stabilized. The mulch can remain at the discretion of the owner as this will decompose over time. However, any fabric or stakes should be removed. Sediment deposits remaining after the mulch sock has been removed should be graded to conform to the existing topography and vegetation. - Best Management Practices Operation and Maintenance Plan North Andover Country Club 500 Great Pond Road North Andover MA May 1, 2014— Page 2 of 9 2) Inlet Protection — Inlet Protection will be utilized around the catch basin grates in the state highway layout along the frontage of the property. The inlet protection will allow the storm drain inlets to be used before final stabilization. This structural practice will allow early use of the drainage system. Siltsack or equivalent will be utilized for the inlet protection. Siltsack is manufactured by ACF Environmental. The telephone number is 800-448-3636. Regular flow siltsack will be utilized, and if it does not allow enough storm water flow, hi-flow siltsack will be utilized. Silt Sack (or equivalent) Inlet Protection Inspection/Maintenance Requirements a) The silt sack trapping device and the catch basin should be inspected after every rain storm and repairs made as necessary. b) Sediment should be removed from the silt sack after the sediment has reached a maximum depth of one-half the depth of the trap. c) Sediment should be disposed of in a suitable area and protected from erosion by either structural or vegetative means. Sediment material removed shall be disposed of in accordance with all applicable local, state, and federal regulations. d) The silt sack must be replaced if it is ripped or torn in any way. e) Temporary traps should be removed and the area repaired as soon as the contributing drainage area to the inlet has been completely stabilized. Stabilization Practices: Stabilization measures shall be implemented as soon as practicable in portions of the site where construction activities have temporarily or permanently ceased, but in no case more than 14 days after the construction activity in that portion of the site has temporarily or permanently ceased, with the following exceptions. • Where the initiation of stabilization measures by the 14t" day after construction activity temporary or permanently cease is precluded by snow cover, stabilization measures shall be initiated as soon as practicable. • Where construction activity will resume on a portion of the site within 21 days from when activities ceased, (e.g. the total time period that construction activity is temporarily ceased is less than 21 days) then stabilization measures do not have to be initiated on that portion of the site by the 14t" day after construction activity temporarily ceased. 1) Temporary Seeding—Temporary seeding will allow a short-term vegetative cover on disturbed site areas that may be in danger of erosion. Temporary seeding will be done at stock piles and disturbed portions of the site where construction activity will temporarily cease for at least 21 days. The temporary seedings will stabilize cleared and unvegetated areas that will not be brought into final grade for several weeks or months. Best Management Practices Operation and Maintenance Plan North Andover Country Club 500 Great Pond Road North Andover MA May 1, 2014—Page 3 of 9 Temporary Seeding Planting Procedures * a) Planting should preferably be done between April 1st and June 30th, and September 1st through September 31st. If planting is done in the months of July and August, irrigation may be required. If planting is done between October 1st and March 31st, mulching should be applied immediately after planting. If seeding is done during the summer months, irrigation of some sort will probably be necessary. b) Before seeding, install structural practice controls. Utilize Amoco supergro or equivalent. c) Select the appropriate seed species for temporary cover from the following table. Species Seeding Rate Seeding Rate Recommended Seeding Seed Cover (lbs/1,000 s .ft.) (lbs/acre) Dates required Annual 1 40 April 1st to June 1st 1/4 inch R e rass Au ust 15th to Sept. 15th Foxtail 0.7 30 May 1st to June 30th 1/2 to 1/4 inch M illet Oats 2 80 April 1st to July 1st 1 to 1-1/2 August 15th to Sept. 15th inch Winter 3 120 August 15th to Oct. 15th 1 to 1-1/2 Rye I I inch Apply the seed uniformly by hydroseeding, broadcasting, or by hand. d) Use effective mulch, such as clean grain straw; tacked and/or tied with netting to protect seedbed and encourage plant growth. Temporary Seeding Inspection/Maintenance a) Inspect within 6 weeks of planting to see if stands are adequate. Check for damage within 24 hours of the end to a heavy rainfall, defined as a 2-year storm event (i.e., 3.2 inches of rainfall within a twenty-four hour period). Stands should be uniform and dense. Reseed and mulch damaged and sparse areas immediately. Tack or tie down mulch as necessary. b) Seeds should be supplied with adequate moisture. Furnish water as needed, especially in abnormally hot or dry weather. Water application rates should be controlled to prevent runoff. 2) Geotextiles - Geotextiles such as jute netting will be used in combination with other practices such as mulching to stabilize slopes. The following geotextile materials or equivalent are to be utilized for structural and nonstructural controls as shown in the following table. Practice I Manufacturer Product Remarks Sediment Fence I Amoco Woven polypropylene 0.425 mm opening Best Management Practices Operation and Maintenance Plan North Andover Country Club 500 Great Pond Road North Andover MA May 1, 2014— Page 4 of 9 1198 or equivalent Construction Amoco Woven polypropylene 0.300 mm opening Entrance 2002 orequivalent Outlet Amoco Nonwoven polypropylene 0.150 mm opening Protection 4551 orequivalent Erosion Control Amoco Supergro or equivalent Erosion control (slope stability) revegetation mix, open polypropylene fiber on degradable polypropylene net scrim Amoco may be reached at (800) 445-7732 Geotextile Installation a) Netting and matting require firm, continuous contact between the materials and the soil. If there is no contact, the material will not hold the soil and erosion will occur underneath the material. Geotextile Inspection/Maintenance a) In the field, regular inspections should be made to check for cracks, tears, or breaches in the fabric. The appropriate repairs should be made. 3) Mulching and Netting— Mulching will provide immediate protection to exposed soils during the period of short construction delays, or over winter months through the application of plant residues, or other suitable materials, to exposed soil areas. In areas, which have been seeded either for temporary or permanent cover, mulching should immediately follow seeding. On steep slopes, mulch must be supplemented with netting. The preferred mulching material is straw. Mulch (Hay or Straw) Materials and Installation a) Straw has been found to be one of the most effective organic mulch materials. The specifications for straw are described below, but other material may be appropriate. The straw should be air-dried; free of undesirable seeds & coarse materials. The application rate per 1,000 sq.ft. is 90-100 lbs. (2-3 bales) and the application rate per acre is 2 tons (100-120 bales). The application should cover about 90% of the surface. The use of straw mulch is appropriate where mulch is maintained for more than three months. Straw mulch is subject to wind blowing unless anchored, is the most commonly used mulching material, and has the best microenvironment for germinating seeds. Mulch Maintenance * a) Inspect after rainstorms to check for movement of mulch or erosion. If washout, breakage, or erosion occurs, repair surface, reseed, remulch, and install new netting. Best Management Practices Operation and Maintenance Plan North Andover Country Club 500 Great Pond Road North Andover MA May 1, 2014— Page 5 of 9 Y b) Straw or grass mulches that blow or wash away should be repaired promptly. c) If plastic netting is used to anchor mulch, care should be taken during initial mowings to keep the mower height high. Otherwise, the netting can wrap up on the mower blade shafts. After a period of time, the netting degrades and becomes less of a problem. d) Continue inspections until vegetation is well established. 4) Land Grading—Grading on fill slopes, cut slopes, and stockpile areas will be done with full siltation controls in place. Land Grading Design/Installation Requirements a) Areas to be graded should be cleared and grubbed of all timber, Logs, brush, rubbish, and vegetated matter that will interfere with the grading operation. Topsoil should be stripped and stockpiled for use on critical disturbed areas for establishment of vegetation. Cut slopes to be topsoiled should be thoroughly scarified to a minimum depth of 3-inches prior to placement of topsoil. b) Fill materials should be generally free of brush, rubbish, rocks, and stumps. Frozen materials or soft and easily compressible materials should not be used in fills intended to support buildings, parking Lots, roads, conduits, or other structures. c) Earth fill intended to support structural measures should be compacted to a minimum of 90 percent of Standard Proctor Test density with proper moisture control, or as otherwise specified by the engineer responsible for the design. Compaction of other fills should be to the density required to control sloughing, erosion or excessive moisture content. Maximum thickness of fill Layers prior to compaction should not exceed 9 inches. d) The uppermost one foot of fill slopes should be compacted to at Least 85 percent of the maximum unit weight (based on the modified AASHTO compaction test). This is usually accomplished by running heavy equipment over the fill. e) Fill should consist of material from borrow areas and excess cut will be stockpiled in areas shown on the Site Plans. ALL disturbed areas should be free draining, left with a neat and finished appearance, and should be protected from erosion. Land Grading Stabilization Inspection/Maintenance a) All slopes should be checked periodically to see that vegetation is in good condition. Any rills or damage from erosion and animal burrowing should be repaired immediately to avoid further damage. b) If seeps develop on the slopes, the area should be evaluated to determine if the seep will cause an unstable condition. Subsurface drains or a gravel mulch may be required to solve seep problems. However, no seeps are anticipated. Best Management Practices Operation and Maintenance Plan North Andover Country Club 500 Great Pond Road North Andover MA May 1, 2014—Page 6 of 9 c) Areas requiring revegetation should be repaired immediately. Control undesirable vegetation such as weeds and woody growth to avoid bank stability problems in the future. 5) Topsoiling **—Topsoiling will help establish vegetation on all disturbed areas throughout the site during the seeding process. The soil texture of the topsoil to be used will be a sandy loam to a silt loam texture with 15%to 20% organic content. Topsoiling Placement a) Topsoil should not be placed while in a frozen or muddy condition, when the subgrade is excessively wet, or when conditions exist that may otherwise be detrimental to proper grading or proposed seeding. b) Do not place topsoil on slopes steeper than 2.5:1, as it will tend to erode. c) If topsoil and subsoil are not properly bonded, water will not infiltrate the soil profile evenly and it will be difficult to establish vegetation. The best method is to actually work the topsoil into the layer below for a depth of at least 6 inches. 6) Permanent Seeding — Permanent Seeding should be done immediately after the final design grades are achieved. Native species of plants should be used to establish perennial vegetative cover on disturbed areas. The revegetation should be done early enough in the fall so that a good cover is established before cold weather comes and growth stops until the spring. A good cover is defined as vegetation covering 75 percent or more of the ground surface. Permanent Seeding Seedbed Preparation a) In infertile or coarse-textured subsoil, it is best to stockpile topsoil and re-spread it over the finished slope at a minimum 2 to 6-inch depth and roll it to provide a firm seedbed. The topsoil must have a sandy loam to silt loam texture with 15% to 20% organic content. If construction fill operations have left soil exposed with a loose, rough, or irregular surface, smooth with blade and roll. b) Loosen the soil to a depth of 3-5 inches with suitable agricultural or construction equipment. c) Areas not to receive topsoil shall be treated to firm the seedbed after incorporation of the time and fertilizer so that it is depressed no more than 1/2 - 1 inch when stepped on with a shoe. Areas to receive topsoil shall not be firmed until after topsoiling and time and fertilizer is applied and incorporated, at which time it shall be treated to firm the seedbed as described above. Permanent Seeding Grass Selection/Application a) Select an appropriate cool or warm season grass based on site conditions and seeding date. Apply the seed uniformly by hydro-seeding, broadcasting, or by Best Management Practices Operation and Maintenance Plan North Andover Country Club 500 Great Pond Road North Andover MA May 1, 2014—Page 7 of 9 hand. Uniform seed distribution is essential. On steep slopes, hydroseeding may be the most effective seeding method. Surface roughening is particularly important when preparing slopes for hydroseeding. b) Lime and fertilize. Organic fertilizer shall be utilized in areas within the 100 foot buffer zone to a wetland resource area. c) Mulch the seedings with straw applied at the rate of 1/2 tons per acre. Anchor the mulch with erosion control netting or fabric on sloping areas. Amoco supergro or equivalent should be utilized. Permanent Seeding Inspection/Maintenance a) Frequently inspect seeded areas for failure and make necessary repairs and reseed immediately. Conduct or follow-up survey after one year and replace failed plants where necessary. b) If vegetative cover is inadequate to prevent rill erosion, overseed and fertilize in accordance with soil test results. c) If a stand has less than 40% cover, reevaluate choice of plant materials and quantities of time and fertilizer. Re-establish the stand following seedbed preparation and seeding recommendations, omitting time and fertilizer in the absence of soil test results. If the season prevents resowing, mulch or jute netting is an effective temporary cover. d) Seeded areas should be fertilized during the second growing season. Lime and fertilize thereafter at periodic intervals, as needed. Organic fertilizer shall be utilized in areas within the 100-foot buffer zone to a wetland resource area. Dust Control: Dust control will be utilized throughout the entire construction process of the site. For example, keeping disturbed surfaces moist during windy periods will be an effective control measure, especially for construction access roads. The use of dust control will prevent the movement of soil to offsite areas. However, care must be taken to not create runoff from excessive use of water to control dust. The following are methods of Dust Control that may be used on-site: • Vegetative Cover—The most practical method for disturbed areas not subject to traffic. • Calcium Chloride—Calcium chloride may be applied by mechanical spreader as Loose, dry granules or flakes at a rate that keeps the surface moist but not so high as to cause water pollution or plant damage. • Sprinkling —The site may be sprinkled until the surface is wet. Sprinkling will be effective for dust control on haul roads and other traffic routes. • Stone—Stone will be used to stabilize construction roads; will also be effective for dust control. Best Management Practices Operation and Maintenance Plan North Andover Country Club 500 Great Pond Road North Andover MA May 1, 2014— Page 8 of 9 The general contractor shall employ an on-site water vehicle for the control of dust as necessary. Non-Stormwater Discharges: The construction de-watering and all non-stormwater discharges will be directed into a sediment dirt bag (or equivalent inlet protection) or a sediment basin. Sediment material removed shall be disposed of in accordance with all applicable local, state, and federal regulations. The developer and site general contractor will comply with the E.P.A.'s Final General Permit for Construction De-watering Discharges, (N.P.D.E.S., Section 402 and 40 C.F.R. 122.26(b)(14)(x). Inspection/Maintenance: Operator personnel must inspect the construction site at least once every 14 calendar days and within 24 hours of a storm event of 1/2-inch or greater. The applicant shall be responsible to secure the services of a design professional or similar professional (inspector) on an on-going basis throughout all phases of the project. Refer to the Inspection/Maintenance Requirements presented earlier in the "Structural and Stabilization Practices." The inspector should review the erosion and sediment controls with respect to the following: • Whether or not the measure was installed/performed correctly. • Whether or not there has been damage to the measure since it was installed or performed. • What should be done to correct any problems with the measure. The inspector should complete the Stormwater Management Construction Phase BMP Inspection Schedule and Evaluation Checklist, as attached, for documenting the findings and should request the required maintenance or repair for the pollution prevention measures when the inspector finds that it is necessary for the measure to be effective. The inspector should notify the appropriate person to make the changes and submit copies of the form to the North Andover Engineering Department. It is essential that the inspector document the inspection of the pollution prevention measures. These records will be used to request maintenance and repair and to prove that the inspection and maintenance were performed. The forms list each of the measures to be inspected on the site, the inspector's name, the date of the inspection, the condition of the measure/area inspected, maintenance or repair performed and any changes which should be made to the Operation and Maintenance Plan to control or eliminate unforeseen pollution of storm water. Best Management Practices Operation and Maintenance Plan North Andover Country Club 500 Great Pond Road North Andover MA May 1, 2014—Page 9 of 9 Long Term Pollution Prevention Plan for 500 Great Pond Road North Andover Massachusetts The following operation and maintenance plan has been provided to satisfy the requirements of Standard 9 of the MassDEP Stormwater Management Handbook. The success of the Stormwater Management Plan depends on the proper implementation, operation and maintenance of several management components. The following procedures shall be implemented to ensure success of the Stormwater Management Plan: 1. The contractor shall comply with the details of construction of the site as shown on the approved plans. 2. The catch basins, Bio Retention Area, CDS Water Quality Unit and Forebay/Detention Basin shall be inspected and maintained as shown in the manufacturer's guidelines and as indicated below. 3. Effective erosion control measurers during and after construction shall be maintained until a stable turf is established on all altered areas. 4. The project is subject to an EPA National Pollutant Discharge Elimination System — Construction General Permit regulations and a Stormwater Pollution Prevention Plan (NDPES-SWPPP). The plan shall be implemented at least 14 days prior to the start of earth disturbance activities. Basic Information Stormwater Management System Owner: Mr. Stephen Kohr General Manager North Andover Country Club 500 Great Pond Road North Andover, MA 01845 978-686-0318 North Andover Department of Public Works: Bruce D. Thibodeau, P.E. Director 384 Osgood Street North Andover, MA 01845 978-685-0950 North Andover Planning Department: Mr. Curt Bellavance, AICP Community Development Dir. 1600 Osgood Street North Andover, MA 01845 978-888-9535 North Andover Conservation Commission: Ms.Jennifer Hughs Conservation Administrator 1600 Osgood Street Suite 2035 North Andover, MA 01845 978-688=9530 Erosion and Sedimentation Controls During Construction: The site and drainage construction contractor shall be responsible for maintaining the stormwater system during construction. Routine maintenance of all items shall be performed to ensure adequate runoff and pollution control during construction. A proposed silt fence will be placed as shown on the proposed plan prior to the commencement of any clearing, grubbing, and earth removal or construction activity. The integrity of the erosion control barrier will be maintained by periodic inspection and replacement as necessary. The erosion control barrier will remain in place until the first course of pavement has been placed and all side slopes have been loamed and seeded and vegetation has been established. A silt sack will also be placed over the existing catch basins and the new catch basin once it is constructed. Operations and maintenance plans for the Stormwater Management construction phase and long term operation of the system have been attached to this report. General Conditions 1. The property owner shall be responsible for scheduling regular inspections and maintenance of the stormwater BMP's as detailed in the following long-term pollution prevention plan and illustrated on the approved design plans: "Site Development Plan Designed for 500 Great Pond Road, North Andover, Massachusetts, Sheets E-1, prepared by The Morin-Cameron Group, Inc. dated May 1, 2014 as approved by the North Andover Planning Board. 2. All Stormwater BMP's shall be operated and maintained in accordance with the design plans and the following Long-Term Pollution Prevention Plan. 3. The owner shall: a. Maintain an Operation and Maintenance Log (see Attachment A) for the last three years. The Log shall include all BMP inspections, repairs, replacement activities and disposal activities (disposal material and disposal location shall be included in the Log); b. Make the log available to the North Andover Department of Public Works, Conservation Commission and Planning Department upon request; c. Allow members and agents of the North Andover Department of Public Works, Conservation Commission and Planning Department to enter the premises and ensure that the Owner has complied with the Operation and Maintenance Plan requirements for each BMP. 4. A recommended inspection and maintenance schedule is outlined below based on statewide averages. This inspection and maintenance schedule shall be adhered to at a minimum for the first year of service of all BMP's referenced in this document. At the commencement of the first year of service, a more accurate inspection/maintenance schedule shall be determined based on the level of service for this site. Lone-Term Pollution Prevention Ptan (LTPPP) Vegetated Areas- Immediately after construction, monitoring of the erosion control systems shall occur until establishment of natural vegetation. Afterwards, vegetated areas shall be maintained as such. Vegetation shall be replaced as necessary to ensure proper stabilization of the site. Cost: Included with annual landscaping budget. Consult with local landscape contractors. Paved Areas: Sweepers shall sweep paved areas semi-annually during dry weather to remove excess sediments and to reduce the amount of sediments that the drainage system shall have to remove from the runoff. The sweeping shall be conducted primarily between March 15t" and November 15t". Special attention shall be made to sweeping paved surfaces in March and April before spring rains wash residual sand into the drainage system. Cost: $100-$150 per sweeping Salt used for de-icing on the parking lot during winter months is prohibited in the Ground Water Overlay District. Sand containing the minimum amount of calcium chloride (or approved equivalent) needed for handling may be applied as part of the routine winter maintenance activities. Catch Basins The Catch basin grates shall be checked quarterly and following heavy rainfalls to verify that the inlet openings are not clogged by debris. Debris shall be removed from the grates and disposed of property. Deep sump catch basins shall be inspected and cleaned quarterly as needed when accumulated sediments exceed 2' from the bottom of the sump (approximately 1/2 of the sump capacity). Catch basins with hoods shall be inspected annually to check oil build-up and outlet obstructions. Material shall be removed from catch basins and disposed of in accordance with all applicable regulations by a licensed hauler. Cost: Estimated $50 - $100 per cleaning per catch basin as needed. The Owner shall consult local waste haulers for detailed cost estimates. Public Safety Concerns: Catch basins shall not be left open and unattended at any time during inspection, cleaning or otherwise. Broken grates or frames shall be replaced immediately. At no time shall any person enter the basin structure unless measures have been taken to ensure safe access in accordance with enclosed space regulations. Forebav/Detention Basin: The forebay/detention basin shall be inspected after every major storm event for the first 3 months after construction; a major storm event is 3.9 inches of rainfall in a 24 hour period (5 year storm). Thereafter, the basin shall be inspected twice per year. If the system does not drain within 72 hours of a rainstorm, the operator shall inform the design engineer. Cost: $80041,000 per cleaning of each system. Consult local pumping companies for costs associated with cleaning of basins if necessary to remove sediment. Bio retention Area: Premature failure of the bioretention area is caused by lack of regular maintenance. Bioretention Areas require careful attention while plants are being established and seasonal landscaping maintenance thereafter. Inspect the system regularly for sediment build-up, structural damage and standing water. Inspect soil and repair eroded areas as needed. Remove litter and debris monthly. Treat diseased vegetation twice per year in spring and fall. Remove invasive species as needed to prevent these species from spreading into the bioretention area. Replace mulch every two years in the early spring. Snow cannot be stored in the bioretention area. Following is a schedule of the required maintenance activities along with their frequency of occurrence: Activity Time of Year Frequency Inspect & remove trash Year Round Monthly Mulch Spring Annually Remove Dead Vegetation Fall or Spring Annually Replace Dead Vegetation Spring Annually Prune Spring or Fall Annually Costs: The owner shall consult a local landscaping contractor for details. CDS Water QuaLfty Unit: The CDS water quality pretreatment unit shall be inspected twice per year in April and October. The unit shall be cleaned per manufacturer instructions included herein. Debris & Litter: All debris and litter shall be removed from the parking area as necessary to prevent migration into the drainage system. Pesticides Herbicides and Fertilizers: Pesticides and herbicides shall be used in accordance with the Ground Water Protection Overlay District regulations of the Zoning Bylaw as amended from time to time. Fertilizers shall be restricted to the use of organic fertilizers only. All fertilizers, herbicides, pesticides, and the like shall be stored in a dry area that is protected from weather. Cost: Included in the routine landscaping maintenance schedule. The Owner shall consult local landscaping contractors for details. Public Safety Concerns: Chemicals shall be stored in a secure area to prevent children from obtaining access to them. Any major spills shall be reported to municipal officials. Snow Storage and Removal• Snow storage areas are designated on the approved design plans. Snow shall only be stored in designated areas. In heavy snow seasons, snow shall be removed from the property and disposed of in accordance with applicable regulations and a certified snow disposal site. The owner shall be responsible for informing snow removal contractors of the location for snow storage areas on the property. Cost: Annual snow removal budget to be established by the Owner. The Owner shall consult local snow removal contractors for details. Prevention of Illicit Discharges: Illicit discharges to the stormwater management system is not allowed. Illicit discharges are discharges that are not comprised entirely of stormwater. Pursuant to MassDEP Stormwater Standards the following activities or facilities are not considered illicit discharges: firefighting, water line flushing, landscape irrigation, uncontaminated groundwater, potable water sources, foundation drains, air conditioning condensation, footing drains, individual resident car washing, flows from riparian habitats and wetlands, dechlorinated water from swimming pools, water used for street washing and water used to clean residential building without detergents. To prevent illicit discharges to the stormwater management system the following policies should be implemented: 1. Provisions For Storing Materials And Waste Products Inside Or Under Cover 2. Vehicle Maintenance And Washing Controls 3. Requirements for Routine Inspections of the Stormwater Management System (ie: catch basins, proprietary treatment unit & subsurface infiltration system.) 4. Spill Prevention and Response Plans. CONSTRUCTION PRODUCTS INC. CDS° Inspection and Maintenance Guide f � k a �Y r' �a '^ "',, ,r s y As� r� z;a CIS TECHNOLOGIES '.. Maintenance Cleaning The CDS system should be inspected at regular intervals and Cleaning of a CDS systems should be done during dry weather maintained when necessary to ensure optimum performance. conditions when no flow is entering the system.The use of a The rate at which the system collects pollutants will depend more vacuum truck is generally the most effective and convenient heavily on site activities than the size of the unit. For example, method of removing pollutants from the system. Simply remove unstable soils or heavy winter sanding will cause the grit chamber the manhole covers and insert the vacuum hose into the sump. to fill more quickly but regular sweeping of paved surfaces will The system should be completely drained down and the sump slow accumulation. fully evacuated of sediment.The area outside the screen should also be cleaned out if pollutant build-up exists in this area. Inspection In installations where the risk of petroleum spills is small, liquid Inspection is the key to effective maintenance and is easily contaminants may not accumulate as quickly as sediment. performed. Pollutant transport and deposition may vary from However,the system should be cleaned out immediately in year to year and regular inspections will help ensure that the the event of an oil or gasoline spill should be cleaned out system is cleaned out at the appropriate time. At a minimum, immediately. Motor oil and other hydrocarbons that accumulate inspections should be performed twice per year(e.g. spring on a more routine basis should be removed when an appreciable and fall) however more frequent inspections may be necessary layer has been captured.To remove these pollutants, it may in climates where winter sanding operations may lead to rapid be preferable to use absorbent pads since they are usually less accumulations, or in equipment washdown areas. Installations expensive to dispose than the oil/water emulsion that may be should also be inspected more frequently where excessive created by vacuuming the oily layer.Trash and debris can be amounts of trash are expected. netted out to separate it from the other pollutants. The screen The visual inspection should ascertain that the system should be power washed to ensure it is free of trash and debris. components are in working order and that there are no Manhole covers should be securely seated following cleaning blockages or obstructions in the inlet and separation screen. activities to prevent leakage of runoff into the system from above The inspection should also quantify the accumulation of and also to ensure that proper safety precautions have been hydrocarbons,trash,and sediment in the system. Measuring followed. Confined space entry procedures need to be followed pollutant accumulation can be done with a calibrated dipstick, if physical access is required. Disposal of all material removed tape measure or other measuring instrument. If absorbent from the CDS system should be done in accordance with local material is used for enhanced removal of hydrocarbons,the level regulations. In many jurisdictions, disposal of the sediments may of discoloration of the sorbent material should also be identified be handled in the same manner as the disposal of sediments during inspection. It is useful and often required as part of an removed from catch basins or deep sump manholes. operating permit to keep a record of each inspection. A simple form for doing so is provided. Access to the CDS unit is typically achieved through two manhole access covers. One opening allows for inspection and cleanout of the separation chamber(cylinder and screen)and isolated sump. The other allows for inspection and cleanout of sediment captured and retained outside the screen. For deep units,a single manhole access point would allows both sump cleanout and access outside the screen. The CDS system should be cleaned when the level of sediment has reached 75%of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated. If absorbent material is used, it should be replaced when significant discoloration has occurred. Performance will not be impacted until 100%of the sump capacity is exceeded however it is recommended that the system be cleaned prior to that for easier removal of sediment. The level of sediment is easily determined by measuring from finished grade down to the top of the sediment pile. To avoid underestimating the level of sediment in the chamber,the measuring device must be lowered to the top of the sediment pile carefully. Particles at the top ofthe pile typically offer less resistance to the end of the rod than consolidated particles toward the bottom of the pile. Once this --—"" measurement is recorded, it should be compared to the as-built drawing for the unit to determine weather the height of the # a sediment pile off the bottom of the sump floor exceeds 75%of the total height of isolated sump. `' CDS Diameter Distance from Water Surface Sediment Model to Top of Sediment Pile Storage Capacity ft m ft m yd3 m3 � 1 � � 1 1 • 1 1 � � 1 1 • � 1 • � 1 • 1 • - tr a '•'a xfi ""• ,� c iR1- r a A� ar J f @'� ...o ire,_f a r a .. Y Support • Drawings and specifications are available at www.contechstormwater.coni. • Site-specific design support is available from our engineers. ,?D2010 CONTECH Stormwater Solutions CONTECH Construction Products Inc.provides site solutions for the civil engineering industry. CONTECH,s portfolio includes bridges,drainage,sanitary sewer,stormwater and earth stabilization products.For information on other CONTECH division offerings,visit contech- cpi.com or call 800.338.1122 Nothing in this catalog should be construed as an expressed warranty or an implied warranty of merchantability or fitness for any particular purpose.See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms and conditions of sale. The product(s)described may be protected by one or more of the following US patents: 5 322 629;5 624,576;5,707,527;5,759,415;5,788,848;5,985,157;6,027,639;6,350,374; 6:406:218;6:641,720;6,511,595;6,649,048;6,991,114;6,998,038;7,186,058;7,296,692; 7,297,266;7,517,450 related foreign patents or other patents pending. CDS Inspection • • CDS Model: Location: Water Floatable Describe Maintenance Date depth to Layer Maintenance Comments Personnel sediment' Thickness' Performed 1. The water depth to sediment is determined by taking two measurements with a stadia rod:one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface.if the difference between these measurements is less than eighteen inches the system should be cleaned out.Note:To avoid underestimating the volume of sediment in the chamber,the measuring device must be carefully lowered to the top of the sediment pile. Z. For optimum performance,the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness.In the event of an oil spill,the system should be cleaned immediately. Illicit Discharge Compliance Statement I, Scott P. Cameron P.E., hereby notify the North Andover Planning Board and Conservation Commission that I have not witnessed, nor am aware of any existing illicit discharges at the site known as 500 Great Pond Road in North Andover, Massachusetts. I also hereby certify that the development of said property as illustrated on the final plans entitled "Practice Facility & Parking Lot Expansion Prepared For North Andover Country Club, 500 Great Pond Road, North Andover, Massachusetts, Sheets 1-4," prepared by The Morin-Cameron Group, Inc. dated May 1, 2014 and as revised and approved by the North Andover Planning Board and Conservation Commission and maintenance thereof in accordance with the "Construction Period Pollution Prevention Plan" and "Long-Term Pollution Prevention Plan" prepared by The Morin-Cameron Group, Inc dated May 1, 2014 and as revised and approved by the NorthAndover Planning Board will not create any new illicit discharges. There is no warranty implied regarding future illicit discharges that may occur as a result of improper construction or maintenance of the stormwater management system or unforeseen accidents. Name: Scott P. Cameron P.E. Company: The Morin-Cameron Group, Inc. Title: Owner's Representative Signature: Date: r y a c g* I f t , —t w r� a t 45 II PS ,jam jjs s e= r t ' F LOCUS - rf r ' y. w n ,QO ,000 r USGS MAP THE w Y� _A _� � GROUP, INC. 500 GREAT POND 447 BOSTON STREET, US ROUTE I, TOPSFIELD, MA 01983 ROAD P 1978.887.8586 F 1978.887.3480 IN WWW.MORINCAMERON.COM NORTH ANDOVER, MA DATE: MAY 1 , 2014 SCALE: I " = 1 ,000' FIGURE # 1 LOCUS T 0 100 200 400 SCS SOILS MAP 447 BOSTON STREET, US ROUTE I, TOPSFIELD, MA 01983 500 GREAT POND P 1978.887.8586 F 1978.887.3480 ROAD IN WWW.MORINCAMERON.COM NORTH ANDOVER, MA DATE: MAY 1 , 2014 SCALE: I " = 200' FIGURE #2 `� � � � � � T®WN ©F'l�� 3�•�T'H d o' RPM ,d. d oP LOCUS r �d C� r G 3 e r i 3 y e n v - d N FEMA FLOOD MAP 447 BOSTON STREET, US ROUTE I, TOPSFIELD, MA 01983 500 GREAT POND P 1978.887.8586 F 1978.887.3480 ROAD WWW.MORINCAMERON.COM I N NORTH ANDOVER, MA DATE: MAY 1 , 2014 SCALE: I " = 500' FIGURE #4 F 4 ' f LIMIT OF WORK I E � � u�_ .,v, A v yr NHESP MAP 447 BOSTON STREET, US ROUTE I, TOPSHELD, MA 01983 500 GREAT POND P 1978.887.8586 F 1978.887.3480 ROAD IN WWW.MORINCAMERON.COM NORTH ANDOVER, MA DATE: MAY 1 , 2014 SCALE: I " = 1 ,000' FIGURE #6