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01/15/2018 - Stormwater Report - - 1210 Osgood Street
I A -'COCK� 'N' .................. ASSOCIATES STORMWATER REPORT In Support Of.- PRINCETON AT NORTH ANDOVER APARTMENT OMES, NORTH ANDOVER, MA 01810 Site Plan Application Project For: Princeton Properties 1115 Westford Street, 4' Floor Lowell, MA 0 18 51 Prepared By: Hancock Associates (HA Project#19 770) Revised 1-15-18 DANVERS MARLBOROUGH CHELMSFORD PRINCETON SALEM 185 Centre Street 315 Elm Street 34 Chelmsford Street 206 Worcester Road 403 Main Street,Unit 202 Danvers,MA 01923 Marlborough,MA 01752 Chelmsford)MA 0 1824 Princeton,MA 0 1541 Salem,NH 03079 Phone:(978)777-3050 Phone:(508)460-1111 Phone:(978)244-0110 Phone:(978)464-5890 Phone:(603)898-4601 www.Hancoc"ssociates.com Stormwater Report HANCOCK 11 _4 Princeton at North Andover Apartment Homes—Section I A S S()C 11,M1 1�S SECTION I Hancock Associates, on behalf of Princeton Properties, respectfully submits the following Princeton at North Andover Apartment Homes Stormwater Report, in accordance with Federal,State and Local regulatory guidelines, as well usual and customary civil engineering practices. The purpose of this Stormwater Report is to identify, study and quantify the stormwater impacts to the local watershed. To accomplish this purpose,the report is divided into four(4) sections. Section I will provide a project specific narrative, including a Princeton at North Andover Apartment Homes introductory statement, pre- development condition, post-development condition and report stormwater methodology with applicable regulations. Section 11 will discuss and describe MassDEP stormwater compliance. Section III includes project maps, exhibits and plans. The final Section IV includes supportive stormwater information,such as the stormwater model results with plans, operations& maintenance plans and representative BIVIP"s. INTRODUCTION Princeton Properties, proposes develop 1380 Osgood Street into a mixed use project known as Princeton at North Andover Apartment Homes. The overall project seeks to develop an existing 13.8 Acre (more or less) parcel into two (2) separate lots. The first lot, immediate adjacent to and with direct frontage on Osgood Street, is known as Lot-1. Lot-1 is entirely commercial development, while Lot-2 will be entirely residential garden style apartment buildings, including a leasing center and club house. Both lots share access and utilities currently available on or within the Osgood Street right of way. The planned land uses are diverse and complimentary, both to the internal development,as well as the surrounding community. The proposed development will include small and medium scale retail shops(2,500 sf, 6,850 sf, 9,750 sf),casual and fine dining restaurants(2,500 sf,5,000 sf),bank with drive thru (3,000 sf),secondfloor offices(3,550 sf, 6,850 sf), and residential apartments (15.,050 sf, 4-story multifamily). The image below is an artistic rendering, graphically representing access, building placement, parking and the purposeful land planning efforts around the existing environmentally sensitive areas, indicated in dark green. Hancock Presentation Plan ...............I........ .................................. ... ............. PIR,I IN( �J W"A", FMAI�'P fflffl'�F!". 'T=o RM L.I ILI L a,/,,L, VMlon 10 A01 1 7 1_1_-z"," ................. ........ L U34A v fouffl P k�X*�4 M 0111*114 -1-1-1-1-1-1-1................1-1-1-1-1-1-1............ ........--------1-1-1-1-1-1-1-1----—----------1-1-1-1-1-1 ---------------1-1-1-1-1-1-1----—-----------------------------------------------------------------.......1-1-1---------.......... -------1-1-1-1---------------- ----------------------------1-1--------------------------------------------- 19770-Stormwater Report Section 1 1 1 a g e Stormwater Report HANCOCK I Princeton at North Andover Apartment Homes—Section I ASS()C1N1'F1',S PRE-DEVELOPMENT CONDITIONS: '066?45/111 The Princeton at North Andover Apartment 1,2 N4 ........ �q,,,Y, Ass 0 P lil I 1 1,""' ""0 ,moom 2' Homes development project is located within ev�', S I T E the Merrimack River watershed (Mass GIS Image IV V d,A, 4/ right). The subject parcel's existing terrain is fairly consistent across the site. This consistent 01 AMP _4 slope, falling away from Osgood Street creates ea/,// multiple hydraulic points of comparative N P "P analysis. This study has identified and assessed A ............/" "I.. ........ three (3) hydraulic points of comparative 77, wp ............ analysis common to both pre & post- development conditions and are further lcl�'e� e described below: (pre-development condition) Mass GIS Imag 'Id", 'd '50 Ao PRE-DEVELOPMENT ANALYSIS SUMMARY: Analysis Contributing CN Tc Description Point Area (Acres) (avg.) A 3.17 73 10.9 Offsite Location B 1.19 71 10.0 Offsite Location C 9.07 73 14.9 Offsite Location The Princeton at North Andover Apartment Homes parcel and surrounding contributory watershed has two (2) notable existing land characteristics. The first is the site's proximity to the Lawrence Municipal Airport (southwest of subject parcel), located along the northwestern property limits. The second are the perimeter wetland resources located along the westerly property line. These features are identifiable on the various reference images contained within the body of this document, as well as on the existing condition plans located within the appendix. Mass GIS Aerial The existing or "Pre-Development" site condition has both undeveloped woodlands (perimeter) and formerly disturbed pasture/farm land. The subject parcel's terrain slopes away from East to West and experiences approximately forty-six (46) feet of elevation change. These land characteristics are directly attributable to stormwater analysis points, as summarized above. The Princeton at North Andover Apartment Homes pre-development stormwater modeling has been summarized with three (3) sub-catchments, having an overall watershed study limits of+/- 13.4 acres and three (3) site analysis points, as indicated on the "Pre-Development Watershed" plan. -1-1-1-1-1-1-1................1-1-1-1-1-1-1............ ........--------1-1-1-1-1-1-1-1--------------- ---------------1-1-1-1-1-1-1----------------------------------------------------------------------.......1-1-1---------I..........---------------------------------------------------------------------------------------------------------------- 19770-Stormwater Report Section 1 2 1 a g e Stormwater Report HANCOCK 11 _4 Princeton at North Andover Apartment Homes—Section I A S S Ol C 11,M1 li`S The site's soils are largely consistent, according to NRCS mapping (see appendix). The dominate soil type is Paxton, having slopes from three (3)to eight (8) percent. The vast majority of the site is poorly drained soils, as confirmed through significant on site test pit verification (see appendix). Therefore, the Hydrologic Soil Group (HSG) designation of C is utilized throughout the stormwater modeling. POST-DEVELOPMENT CONDITIONS: The proposed Princeton at North Andover Apartment Homes project will alter the existing topography. Due to the sloping terrain and desired development program,the site will be filled utilizing a series of perimeter retaining walls. The proposed retaining walls serve many purposes. The proposed walls will enable an ADA compliant site having shallow to flat grades and also provide a decisive perimeter separation from the natural resources. The Princeton at North Andover Apartment Homes post-development stormwater modeling has been summarized with several sub-catchments. These onsite post-development sub-catchment boundaries are indicated on the "Post-Development Watershed" plan which also correlates with HydroCAD routing diagram. In general, while the site will experience significant site improvements, the natural stormwater patterns will be maintained. The proposed stormwater infrastructure and underground treatment, storage and infiltration systems are designed to segment stormwater,while promoting groundwater recharge whenever practically possible. 4"0 Mass GIS Imag e 141"�4, 4// 'N' Al 41 r�4"77. 11 1,#1100 C1I lkr 0,F 4 oip` I",11, ,," 11", "0 ), 411 A v 'Ald JI w Op "'J 106 i'm Ny r, 3311 '0 A, 1/2 > f All P Al� All .......... ..... f1j"F 2; US 114, k ol" Pl, 'Z, )7 r sc, "VI Fi . ..... le q lj" "iP "4 11141,01" ,,u� ;4'''0, 0 4 h 11'1,!vm�lll/�P NEI, F, lik �01� vo ol, ? E 1 6 �,:,�y,� A 4- ;V oi q;,,v '44"0", V, M, 4 e///, Ae _/V y AT �ii��2 aT 411 Ile The Princeton at North Andover Apartment Homes project does not anticipate land disturbance of natural resources or environmentally sensitive areas (delineated wetlands or certified vernal pools), as reported by the MassGIS image above. ................ ............ ........-------- --------------- --------------- ----------------------------------------------------------------------....... ---------..........-------------------------------------------------------------------------------------------------------------------- 19770-Stormwater Report Section 1 3 1 a g e Stormwater Report HANCOCK 11 _4 Princeton at North Andover Apartment Homes—Section I A S S()C 11,M1 1�S STORMWATER METHODOLGY and REGULATIONS: The proposed Princeton at North Andover Apartment Homes project's stormwater management systems will meet or exceed both State and local requirements. The independent stormwater practices, along with associated BMPs are commensurate with Massachusetts stormwater handbook recommended design criteria. Stormwater will be pre-treated,treated., retained to promote groundwater recharge and also detained to mitigate both peak discharge rates and volumes. In addition to the nuts and bolts of the design, the natural stormwater path will be preserved to the maximum extent practical, including in and around the environmentally sensitive areas. In short, the proposed project will provide common, practical, effective and regulatory compliant stormwater practices for the site. These systems will be designed, installed and maintained in a responsible manner consistent with CIVIR 310 10, as well as North Andover Board of Health stormwater requirements. The Princeton at North Andover Apartment Homes stormwater management site specific design is intended to provide stormwater treatment, while also providing storage and peak rate attenuation. These concepts are achieved through usual and customary Low Impact Design (LID) stormwater measures. Specifically, the LID stormwater measure used on this site include, underground storage chambers with isolator row (treatment). The proposed stormwater infrastructure will provide adequate stormwater mitigation measures at the various analysis points. This proposed Princeton at North Andover Apartment Homes stormwater design, modeling and associated report was developed in accordance with the Town of North Andover stormwater regulations, as well as Massachusetts Department of Environmental Protection requirements (310 CIVIR 10, 22 and Stormwater Handbook). To further demonstrate compliance, HydroCAD (version 10.0, SCS TR-20 methodology) was utilized to evaluate pre and post- development hydrologic and hydraulic site specific characteristics. The rainfall modeling parameters were defined as type 111, 24-hour storm events (2, 10, 25, and 100-yr) having normal (11) Antecedent Moisture Conditions (AMC), as summarized below. Type 111111, Municipal Regulation 24-HR event 2-yea r 3.2 Town of North Andover 10-yea r 4.8 Town of North Andover 25-year 6.0 Town of North Andover 100-yea r 8.6 Town of North Andover Please refer to the appendices for specific NRCS soils report, on site test pit and infiltration rates used within the project stormwater analysis. In addition, please also refer to Section 11 of this stormwater report for specific project modeling results and MassDEP ten (10) standards compliance narratives. Infiltration rates utilized within the post stormwater models are derived from MassDEP standard Rawls Rates. -1-1-1-1-1-1-1................1-1-1-1-1-1-1............ ........--------1-1-1-1-1-1-1-1--------------- ---------------1-1-1-1-1-1-1----------------------------------------------------------------------.......1-1-1---------I..........-------------------------------------------------------------------------------------------------------------------- 19770-Stormwater Report Section 1 4 1 a g e Stormwater Report HANCOCK 11 _4 Princeton at North Andover Apartment Homes—Section 11 A S S()C 11,MI 1�S Revised 1-12-18 SECTION 11 Section 11 will provide additional project specific stormwater evaluation results using the ten (10) MassDEP stormwater regulatory standards. MASSIDEP STANDARD 1 The Massachusetts Stormwater Handbook states that no new stormwater conveyances (e.g. outfalls) may discharge untreated stormwater directly to or cause erosions in wetlands or waters of the Commonwealth. The proposed Princeton at North Andover Apartment Homes and Forgetta Retail Commercial Center (the Project) stormwater systems are specifically designed to utilize the existing stormwater discharge points, as described in section 1 and depicted on both the pre & post-development watershed plans contained in the appendix of this report. Moreover,the proposed Project's stormwater systems pre-treat,treat and store onsite stormwater,while providing groundwater recharge whenever possible. The proposed stormwater systems will create point source discharges (pipes with energy dissipating aprons) upstream of all existing discharge locations, while maintaining similar stormwater patterns,, wherever practical. As such, the proposed Project's stormwater systems do not include new stormwater conveyances of untreated stormwater directly to and will not cause erosion in wetlands or waters of the Commonwealth. To demonstrate treatment compliance with MassDEP standard 1, the Project's stormwater systems include the following stormwater treatment measures, as permitted and specified in Volume 2 of the Massachusetts Stormwater Handbook; Deep sump catch basins and subsurface chamber(s) isolator row (Stormtech SC-310 & SC- 740), which are further described in the MassDEP Standard 4 narrative. To further demonstrate erosion compliance with MassDEP standard 1, the Project's stormwater systems include the following stormwater erosion protection BMP's, as permitted and specified in Volume 2 of the Massachusetts Stormwater Handbook; Riprap outlet protection apron(s) and Erosion Control Matting (ECM). ECM's are used in specific slope stabilization applications, based on grade, slope distance, and total area,to reduce or eliminate non- point source potentially erosive scenarios. The riprap outlet protection aprons are used at specific point source stormwater outfalls,which are further identified and described below. Project Outlet protection shall be 6"fractured stone, 18"" depth, 8 ft wide and 16 ft long Stormwater Peak Velocity(fps) 1.D. System 10-year 25-year Description (4.811) (6.0") System 2.5 Rainstore3 1.94 2.84 6" Outfall from System 2.5 DMH-56 Rainstore3 1.57 2.54 15" Outfall from Systems 2.1 and 2.3 DMH-60 Rainstore3 1.89 2.93 10" Outfall from Systems 1.1 DMH-1 Rainstore3 3.67 5.22 15" Outfall from Systems 1.2 DMH-37 Rainstore3 3.89 4.24 15" Outfall from Systems 1.3, 1.4 and 2.2 The project purposely positioned pipe outfalls (point discharges) at or near the subject parcel's perimeter, in order to mimic pre-development conditions. Every stormwater point source outfall will include energy dissipating riprap outlet protection aprons, as summarized above. I-------------I------------------------------------------------------------------------------------------------- ----------------------------------------------------------------------------------------------_-1-1-1-1-1-1-1-1----------------1-1-1-1-1-1----------------------------------------------------------------------------------------------------------- 19770 Stormwater Report-Section 11-revised 1-12-18 5 1 a g e Stormwater Report HANCOCK 11 -4 Princeton at North Andover Apartment Homes—Section 11 A S S()C 11,MI 1�S Revised 1-12-18 MASSDEP STANDARD 2 The Massachusetts Stormwater Handbook states stormwater management systems shall be designed so thatpost- development peak discharge rates do not exceed pre-development peak discharge rates. The Princeton at North Andover Apartment Homes stormwater systems are specifically designed to mitigate peak discharge rates, while maintaining similar discharge points wherever practical. As such, the proposed Project's stormwater systems .do not anticipate peak discharge rate increases. To demonstrate peak discharge rate compliance with MassDEP standard 2, the Project's stormwater systems include the following stormwater mitigation measures; subsurface Stormtech chamber systems, which are further described in the MassDEP Standard 4 narrative. The Project's stormwater system's peak discharge rate is summarized below for each of the three (3) comparative analysis points; (Type 111, 24-hr events) Analysis Pre/ Peak Discharge(cfs) Point POST 2-year 10-year 25-year 100-year Comments (3.21 (4.81 (6.0") (8.61 Pre 0.74 3.26 5.69 11.80 A Offsite location POST 0.33 2.11 3.98 8.27 Pre 0.17 0.99 1.85 4.08 B Offsite location POST 0.05 0.70 1.75 3.68 Pre 1.68 7.72 13.75 29.09 C Offsite location POST 1.60 7.25 11.08 18.54 1 The Project's stormwater system's peak volume is summarized below at each of the three (3) comparative analysis points; (Type 111, 24-hr events) Analysis Pre/ Peak Volume (cf) Point POST 2-year 10-year 25-year 100-year Comments (3.211) (4.81 (6.0") (8.61 A Pre 45702 135657 22)128 43,643 Offsite location POST 21356 95569 179411 37J30 B Pre 11337 4)316 77235 141832 Offsite location POST 236 4)277 89011 16J31 C Pre 12,320 363971 603553 1209916 Offsite location POST 112�9611 445389 789419 1157�682 Volumes for analysis points A and B decrease in the post development condition in a balanced manner. The increases in analysis point C in the 2-year and 100-year events will not cause a flooding problem given that the wetlands have an outlet on the southwest side to the drainage ditch surrounding the I-------------I------------------------------------------------------------------------------------------------1-1-1-1-1---------------1-1-1-1------------------------------------------------------------------------------------------------------------------------------------------------1-1-1-1-1-1-1..........-------1-1-1-1-1-1-1......----------1-1-1-1-1-1-1-1---------------- 19770 Stormwater Report-Section 11-revised 1-12-18 6 1 a g e Stormwater Report HANCOCK 11 -4 Princeton at North Andover Apartment Homes—Section 11 A S S()C 11,M1 1�S Revised 1-12-18 Lawrence Airport runway. This drainage course leads to a culvert under Holt Road and the railroad before out letting to the Merrimack River. Given this rate control governs. MASSDEP STANDARD 3 The Massachusetts Stormwater Handbook states loss of annual recharge to groundwater shall be eliminated or minimized through the use of environmentally sensitive site design, low impact development techniques, stormwater best management practices and good operation and maintenance. The proposed Project's stormwater systems are specifically designed to promote responsible and affective groundwater recharge practices. As described within standard 3, Project's proposed stormwater systems will treat, store and infiltrate stormwater utilizing a low impact design measure. This LID measure consists a subsurface Stormtech chamber systems. The Project's required recharge volume is calculated as follows: Rv= F x Imperious Area The "F--' value or Target Depth Factor used is 0.25, in accordance with NRSC soil types on site. Please also refer to the onsite testing locations and results contained in the appendix. The anticipated total impervious area for the Project is 8.33 acres (including the buildings, roadway and sidewalks) c Total Rv= (0.25 inches * 1/12 ft/in) x (8.33 * 43,560 sf/1.0 acre) = 7,560 cf 7,?560� Since all of the impervious area are tributary to recharge systems, a capture adjustment is not required. Using the "Static" method for computing available storage volume associated with (7) Rainstore3 systems and the computer generated volumes (HydroCAD ver 10.0) contained in the appendix, the Project's stormwater systems groundwater recharge compliance with MassDEP standard 3, can be summarized below; STORMTECH SYSTEMS: (Proprietary Underground Chambers, Rainstore3) HydroCAD I.D. Elevation Volume Description M., (cf) 1.1 134.5 51976 Rainstore3 and Stormtech SC-740 1.2 135.7 18.,592 Rainstore3 and Stormtech SC-740 1.3 142.0 41#646 Rainstore3 and Stormtech SC-310 1.4 137.0 41604 Rainstore3 and Stormtech SC-740 2.1 142.3 31907 Rainstore3 and Stormtech SC-740 2.2 144.0 21.,215 Rainstore3 and Stormtech SC-310&SC-740 2.3 146.0 51073 Rainstore3 and Stormtech SC-740 2.4 154.0 21473 Rainstore3 2.5 145.0 11051 Rainstore3 2.6 148.7 11804 Rainstore3 2.7 149.0 31651 Rainstore3 ------------------------------------------------------------------------------------------------------------- ---------------1-1-1-1------------------------------------------------------------------------------------------------------------------------------------------------1-1-1-1-1-1-1..........-------1-1-1-1-1-1-1......---------- ---------------- 19770 Stormwater Report-Section 11-revised 1-12-18 7 1 a g e Stormwater Report HANCOCK 11 -4 Princeton at North Andover Apartment Homes-Section 11 A S S()C 11,M1 1�S Revised 1-12-18 Elevations& Volumes are based on outlet control(orifice-lowflow)design.No groundwater mounding calculations are required as the lowflow orifices are engaged in all infiltration systems during the 10 year event and beyond. Therefore, the total available storage/recharge volume provided, based on low flow outlet control elevations (full volume) is 72,992 cf(>7,560 required). Using the Rawls rate, the following equations can be used to establish the draw down time of each infiltration practice. DT Rv (KRaw1s) (Practice Bottom Surface Area) Applying the 1982 Rawls rates, given the textural material encountered within the recorded onsite test pits (see appendix), the infiltration rates on site based on Sandy Loam are 1.02 in/hr. The Princeton at North Andover Apartment Homes stormwater systems groundwater draw down time compliance with MassDEP standard 3, can be summarized below; Rainstore3 Systems: (Proprietary Underground Chambers Rainstore3) HydroCAD Surface Conductivity Volume Draw Down Description 1.D. Area (sf) (K) (in/hr) (cf) Time (hrs) 1.1 2,635 1.02 51976 26.7 Rainstore3 and Stormtech SC-740 1.2 9.,105 1.02 18,592 24.0 Rainstore3 and Stormtech SC-740 1.3 4,312 1.02 41646 12.7 Rainstore3 and Stormtech SC-310 1.4 2,011 1.02 41604 26.9 Rainstore3 and Stormtech SC-740 2.1 1,961 1.02 31907 23.4 Rainstore3 and Stormtech SC-740 2.2 11,886 1.02 21,215 Rainstore3 and Stormtech SC-310 21.0 &SC-740 2.3 2,276 1.02 5,fO73 26.2 Rainstore3 and Stormtech SC-740 2.4 21217 1.02 21473 13.1 Rainstore3 2.5 711 1.02 11051 17.4 Rainstore3 2.6 1,066 1.02 11804 19.9 Rainstore3 2.7 1,358 1.02 31651 21.9 Rainstore3 Surface areas(sf)are based on wetted area atfull volume using outlet control(orifice-lowflow)design MASSDEP STANDARD 4ED The Massachusetts Stormwater Handbook states stormwater management sVstems shall be designed to remove 80% of the average annual post-construction load of Total Suspended Solids ( The proposed Princeton at North Andover Apartment Homes stormwater LID systems are acceptable TTS removal Best Management Practices (BMPs), as listed within the Massachusetts Stormwater table. The following BMPs are included with the Princeton at North Andover Apartment Homes stormwater LID systems: )i�- Stormtech Isolator row Deep Sump Catchbasins Rainstore3 underground infiltration -------------I------------------------------------------------------------------------------------------------1-1-1-1-1---------------1-1-1-1------------------------------------------------------------------------------------------------------------------------------------------------1-1-1-1-1-1-1..........-------1-1-1-1-1-1-1......----------1-1-1-1-1-1-1-1---------------- 19770 Stormwater Report-Section 11-revised 1-12-18 8 1 a g e Stormwater Report HANCOCK 11 _4 Princeton at North Andover Apartment Homes—Section 11 A S S()C 11,M1 1�S Revised 1-12-18 Stormwater management systems shall be designed to remove 80%of the average annual post-construction load of Total Suspended Solids (TSS). Treatment Chain Removal Rate Remains 1st Link Deep sump hooded catch basins 25% 75.0% 2nd Link Stormtech Isolator Row 84% 12.0% 3nd Link Infiltration 80% 2.4% Final Rate 1 97.6% removal note:greater than 44% TSS removal rate attained prior to infiltration BMP Sizing To ensure that each BMPfunctions properly and removes the appropriate TSS is must be sized accordingly. Design Summary Stormtech Isolator row stormwater device The Isolator row is sized based on the flow entering during the 1" storm event or 12%of the design flow rate. The chart shows TSS removal of 84%.This coupled with the 25% removal rate for the deep sump hooded catch basin preceding all systems equates to a total TSS removal rate of>90%. ,y, MC`4113,50 MC,45001 ........................ 'SIC SO-7740' OC4790 I............ I C ha mber Area(S q.Ft.) 20 27',8 27.8 43.2, 30.1 Treated Ftow Pate percharnber(CFS) 01,11 0 A 5 �O,�15 0.24 0,17 ,NOM'N- r6sh,�","g of ft, t�*,Raw,coM*tad by T4Mols'00 Tkh,has,boon'' d ON T ,an,d it,haz�,shownfohave,a T's"S'"'.re-mnoval effi,"',dentcyof 8,41%&r S"I'L.-Co4k,21510 f NiCAT've4f4d Treated Flow Rate( PM11'sa�,", �ti, Z"S NOWWWWWWWO -------------------------------------------------------------------------------------------------------------1-1-1-1-1---------------1-1-1-1------------------------------------------------------------------------------------------------------------------------------------------------ ..........------- ......---------- ---------------- 19770 Stormwater Report-Section 11-revised 1-12-18 9 1 a g e Stormwater Report HANCOCK 11 -4 Princeton at North Andover Apartment Homes-Section 11 A S S()C 11,M1 1�S Revised 1-12-18 For the Isolator rows,the following TSS train is applicable when pretreatment is provided: For the infiltration basin, the following TSS train is applicable when pretreatment is provided: Total Suspended Soloids removal for Isolator row: 84% (1.0- [0.84 x 1.00] =0.16 remaining) Example for Isolator row 1.1 tc = 6 minutes (0.1 hours) qu =774 csm/in [per Figure 4 on page 7 in MassDEP Q Rate, Sept. 10, 2013] Q1 = (774 csm/in)(17,430 SF/43,560 Ac x 0.0015625 Mi2/Ac)(1.0 in) Q1 = (774 csm/in)(0.0006 Mi2) Q1 =0.48 CFS [Stormtech SC-740 0.15 US per chamber-0.48/0.15=3.2 chambers required (7 chambers proposed) Treatment Chambers System A(m V) qu (csm/in.) Q,(cfs) Rate/Cham required Chambers proposed 1.1 0.0006 774 0.48 0.15 3.2 (SC-740) 7 1.2 0.0065 774 4.84 0.15 32.2 (SC-740) 37 1.3 0.0017 774 0.91 0.11 8.3 (SC-310) 17 1.4 0.0010 774 0.70 0.15 4.7 (SC-740) 7 2.1 0.0009 774 0.66 0.15 4.4 (SC-740) 13 2.2 0.0042 774 2.33 0.11 &0.15 21.2 (SC-310) 13 (SC-310) & 13 (SC-740) 2.3 0.0018 774 0.87 0.15 5.8 (SC-740) 7 -------------I------------------------------------------------------------------------------------------------- -----------------------------------------------------------------------------------------------1-1-1-1-1-1-1-1---------------- ----------------------------------------------------------------------------------------------------------- 19770 Stormwater Report-Section 11-revised 1-12-18 10 1 a g e Stormwater Report HANCOCK 11 _4 Princeton at North Andover Apartment Homes—Section 11 A S S()C 11,M1 1�S Revised 1-12-18 MASSIDEP STANDARD 5 The Massachusetts Stormwater Handbook states source control and pollution prevention shailbe implementedin accordance with the Massachusetts Stormwater Handbook to eliminate or reduce the discharge of stormwater runoff from such land uses to the maximum extent practkable. The proposed Princeton at North Andover A review of the recently completed Traffic Study by VAI,the project will exceed 1,000 vehicle trips per day(3,654) and is therefore considered a LUHPPL site.The pre-treatment devices for pavement areas associated within the commercial project (CDS stormwater Units) have been sized accordingly. The residential portion of the project will generate 644 vehicle trips and therefore does not meet LUHPPL criteria. As stated earlier, this is the intentional benefit of the multiple, individual and separate stormwater systems. MASSIDEP STANDARD 6 The Massachusetts Stormwater Handbook states Stormwater discharges to a Zone 11 or Interim Wellhead Protection Area of a public water supply and stormwater discharges near or any other critical area require the use of the specific source control and poHytion prevention measures and the specific stormwater best management practices determined by the Department to be suitable for managing discharges to such area, as provided in the Massachusetts Stormwater Handbook. The proposed Princeton at Princeton at North Andover Apartment Homes is not located within a critical area and proposes to maintain existing stormwater release,, whether point source or non-point source within significant similarity to the existing natural drainage patterns. Please also refer to standard 1 & 2 narratives, as well as the pre & post development watershed plans contained in the report appendix. MASSIDEP STANDARD 7 The Massachusetts Stormwater Handbook states A redevelopment project is required to meet the following Stormwater Management Standards only the extent practkal: Standard 2,Standard 3 and the pretreatment and structural stormwater best management practke requirement of Standards 4,5 and 6. The proposed Princeton at Princeton at North Andover Apartment Homes is a new development and is not considered a redevelopment project. Please also refer to the Princeton at North Andover Apartment Homes project narratives contained in section 1 of this report. MASSIDEP STANDARD 8 The Massachusetts Stormwater Handbook statesA plan to control construction-related impacts,including erosion sedimentation and other pollutant sources during construction and iand disturbance activities (construction a perio erosion,sedimentation, and pollution prevention plan),must be developed and implemented. The proposed Princeton at North Andover Apartment Homes project has prepared an Erosion and Sedimentation Control Plan that will be incorporated within both the permit and construction plan sets in accordance with usual and customary engineering practices. In addition, the Princeton at North Andover Apartment Homes permit and construction plan sets include a Grading& Drainage Plan that depict project specific point source control measures and best management practices. I-------------I------------------------------------------------------------------------------------------------1-1-1-1-1---------------1-1-1-1------------------------------------------------------------------------------------------------------------------------------------------------1-1-1-1-1-1-1..........-------1-1-1-1-1-1-1......----------1-1-1-1-1-1-1-1---------------- 19770 Stormwater Report-Section 11-revised 1-12-18 11 1 a g (_!!!% Stormwater Report HANCOCK 11 -4 Princeton at North Andover Apartment Homes—Section 11 A S S()C 11,M1 1�S Revised 1-12-18 MASSDEP STANDARD 9 The Massachusetts Stormwater Handbook statesA long-term operation and maintenance plan mustbe develope and implemented to ensure that stormwater management systems function as designed. The proposed Princeton at North Andover Apartment Homes project has prepared a Stormwater Operation and Maintenance Plan, in accordance with usual and customary engineering practices detailing, differentiating and describing the project specific stormwater practices to be implemented, monitored and maintained during construction and residency. The Stormwater Operation and Maintenance Plan will include specific and timely Stormwater Operation and Maintenance activities, duties and responsibilities along with corresponding specifications and checklists to insure affective and accurate observation, operations and maintenance actions are regularly performed. BMP specific checklist will also be included to document and record compliance with the intended Stormwater Operation and Maintenance activities. MASSDEP STANDARD 10 The Massachusetts Stormwater Handbook states All illicit discharges to the stormwater management sVstem are prohibited. The proposed Princeton at North Andover Apartment Homes project does not anticipate any illicit discharges on or off site during construction or residency to either existing or proposed stormwater management practices. In addition, the proposed stormwater systems will include public awareness illicit discharge specific literature available within the leasing&clubhouse building message board) regarding on site illicit discharge signage (MUTCD type signs will be posted throughout the site) and placards on all open frame and grates. Illicit Discharge Compliance Statement To the best of my knowledge no illicit discharges currently exist on the site and nofuture illicit discharge will be allowed, including wastewater discharges and stormwater discharges contaminated by contact with process wastes, raw materials, toxic pollutants,hazardous substances, oil, or grease. Signed by Owner Princeton Properties Date Signed by Owner Forgetta Development LLC Date -------------I------------------------------------------------------------------------------------------------1-1-1-1-1---------------1-1-1-1------------------------------------------------------------------------------------------------------------------------------------------------1-1-1-1-1-1-1..........-------1-1-1-1-1-1-1......----------1-1-1-1-1-1-1-1---------------- 19770 Stormwater Report-Section 11-revised 1-12-18 12 1 a g Stormwater Report I 1ANCOCK, e" ' 'Is Princeton at North Andover Apartment Homes—Section III A.S S,0,("-11 L V 1 1-d L, SECTION III Section III is the first of two report appendices. The purpose of section III is to provide project specific existing and proposed Princeton at North Andover Apartment Homes project information, as outlined below: Attachments (Project Reference Materials) NRCS Soils Map Soil Test Logs UMass Soil Textural Analysis Results ----------------------------------"I----------------------------------------------------------------------------------------------"I-----------------------------------------------------------------------------------------------------------11--------------------- 19770 Stormwater Report-Section 111-11-1-1 6.docx 18 1 a g e Custom Soil Resource Report Soil Map r- 00 Ln M �D �D 0 0 326770 326840 326910 326980 327050 327120 327190c) M r-I 420 4322"N N 420 43'22"N C) NIJ 0 N 0 N r-i r%J It Ln CD Ln 00 G) r-i C) re) 00 r- M CD Nt C) It CO N 0 C) 0 CD CD rf) t.0 r-i C) re) M r- ri) rN, 420 43�311 N It 420 433"N 326770 326840 326910 326980 327050 327120 r" CO Ln M ZD Map Scale:1:2,820 if pdnted on A portrait(8.5"x 11")sheet. ZD 0 0 Meters N 0 40 80 160 240 0 100 200 400 6rO et Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 19N WGS84 6 Custom Soil Resource Report Map Unit Legend Essex County,Massachusetts, Northern Part(MA605) Map Unit Symbol Map Unit Name Acres in A01 Percent of A01 1 Water 0.3 1.2% 6A Scarboro mucky fine sandy 0.0 0.1% loam,0 to 3 percent slopes 305B Paxton fine sandy loam,3 to 8 14.9 61.9% percent slopes 306C Paxton fine sandy loam,8 to 15 1.1 4.4% percent slopes,very stony 31 OB Woodbridge fine sandy loam,3 7.5 31.2% to 8 percent slopes 41 OB Sutton fine sandy loam,3 to 8 0.0 0.0% percent slopes 602 Urbanland 0.3 1.1% Totals for Area of Interest 24.0 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils.On the landscape, however,the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting,or dissimilar,components.They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially 8 Custom Soil Resource Report where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps.The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 9 Custom Soil Resource Report Map—Hydrologic Soil Group r- 00 Ln ro �D �D 0 0 326770 326840 326910 326980 327050 327120 327190c) M r-I 420 4322"N N 420 43'22"N C) NIJ 0 N 0 N It Ln CD Ln N 0 rIJ 00 G) r-i C) re) 00 r- M It r-i C� CD re) N Nt C) It CO C) M Is rI% 0 It Nt C) 0 N N It CD CD N N r-I It rf) t.0 r-i C) re) M r_ rN, 420 43�311 N It 420 433"N 326770 326840 326910 326980 327050 327120 rI% CO Ln ro ZD Map Scale:1:2,820 if pdnted on A portrait(8.5"x 11")sheet. ZD 0 0 Meters N 0 40 80 160 240 0 100 200 400 6rO et Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 19N WGS84 20 Custom Soil Resource Report Table—Hydrologic Soil Group Hydrologic Soil Group—Summary by Map Unit—Essex County,Massachusetts,Northern Part(MA605) Map unit symbol Map unit name Rating Acres in A01 Percent of A01 1 Water 0.3 1.2% 6A Scarboro mucky fine A/D 0.0 0.1% sandy loam,0 to 3 percent slopes 305B Paxton fine sandy loam,3 C 14.9 61.9% to 8 percent slopes 306C Paxton fine sandy loam,8 C 1.1 4.4% to 15 percent slopes, very stony 31 OB Woodbridge fine sandy C/D 7.5 31.2% loam,3 to 8 percent slopes 41 OB Sutton fine sandy loam,3 B 0.0 0.0% to 8 percent slopes 602 Urbanland 0.3 1.1% Totals for Area of Interest 24.0 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff.- None Specified Tie-break Rule: Higher 22 177 ............ ...................... 4"JI �c I._ ........................ ......... ....... ......... ............ It ........... ON I ----------- ......................... t Ir 7 CIS op 7...I......... ......... 41+4- ............ k\A -------------------- .......- NI-N ................... ...... .......................... -------------- J .......... 7.............. ...........J, 7_ ................... 17F�777;t�""I 77"" . .... .. 77 77777" IN ................... 7 04 lk- f!4"Oor 1"WE CZ I Py Ao, 7Z 7-4 fit C 17Z' E L Pf /i GOP Ale —.Idb Ll lo" 0-t IF) 4fOL-1 -70 YU tu X�A T�o Aft 405 I r! i, 1>1 -0 9000 Alb 14p c M IN- A A ��T",47�vp —4—Ap—7;0— Ab --W—row- oow ®r- -;7 J� I jjl� 1&4L Zo flJ All] Jel Ab A-?), -c- --------------- IN Iffi 15Z 71- Wpm Mill xew go".. q, VISMINE IN Q I Ulm "g, "MIM lf-M \AF SK rp 'Al NQ J471 �M 1L 14, 1 T-4— A, o ty xv MIF A-7 ho 14 IRV P� Ox IF Leo IL Irl�,�fl �io 4_1 A 41 -4 IN SOP M, UU NOR al t7- Al _4 4- I-P lit po -54 - k", iri jR Tv ti -c pt- all We "i 4 4 4 �v Jr ............" NJ L IN _TT lj_x f 06 el E X-j UO IL A tv ---4-4, -A 1�j svl 2-A fl I TV R� Al, tF, NEV AN,... .......\\"\, "al ----------- Al 1210 Osgood Street Soil Samples 10/5/2016 Hancock Sample ID Test Pit# Layer Depth Results 77031 T31-1 C 5111 Sandy Loam 77033 T33-1 C 5611 Sandy Loam 77035 T35B=1 C 5111 Loamy Sand 77038 T38B-1 C 4811 Sandy Loam 77039 T39B-I C 6911 Sandy Loam 77010 T-X-1 C 8811 Sandy Loam 77110 T-X-1 Fill 3611 Sandy Loam 77121 T21B-I C 5111 Sandy Loam 77132 T-32-3 C 5811 Sandy Loam 77138 T38B-I Fill 3011 Sandy Loam 77139 T39B-1 Fill 1811 Sandy Loam G2 n/a Surface Surface Sandy Loam G3 n/a Surface Surface Sandy Loam G4 n/a Surface Surface Sandy Loam G6 n/a Surface Surface Sandy Loam G7 n/a Surface Surface Sandy Loam G8 n/a Surface Surface Sandy Loam G9 n/a Surface Surface Sandy Loam Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: 77031 Prepared For: Joseph Peznola Order Number: 25893 Hancock Associates Lab Number: X161014-108 315 Elm Street Marlborough,MA 0 1752 Received: 10/14/2016 Reported: 10/18/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 71.9 Silt 0.002-0.05 23.4 Clay <0.002 4.6 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: 77031 Lab Number X1 61014-108 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: 77033 Prepared For: Joseph Peznola Order Number: 25893 Hancock Associates Lab Number: X161014-109 315 Elm Street Marlborough,MA 0 1752 Received: 10/14/2016 Reported: 10/18/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 67.5 Silt 0.002-0.05 24.0 Clay <0.002 8.5 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: 77033 Lab Number X1 61014-109 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: 77035 Prepared For: Joseph Peznola Order Number: 25893 Hancock Associates Lab Number: X161014-110 315 Elm Street Marlborough,MA 0 1752 Received: 10/14/2016 Reported: 10/18/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 76.0 Silt 0.002-0.05 18.3 Clay <0.002 5.8 USDA Textural Class: loamy sand MA Title V Textural Class I I of I Sample ID: 77035 Lab Number X1 61014-110 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: 77038 Prepared For: Joseph Peznola Order Number: 25893 Hancock Associates Lab Number: X161014-111 315 Elm Street Marlborough,MA 0 1752 Received: 10/14/2016 Reported: 10/18/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 75.7 Silt 0.002-0.05 17.9 Clay <0.002 6.3 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: 77038 Lab Number X1 61014-111 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: 77039 Prepared For: Joseph Peznola Order Number: 25893 Hancock Associates Lab Number: X161014-112 315 Elm Street Marlborough,MA 0 1752 Received: 10/14/2016 Reported: 10/18/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 70.6 Silt 0.002-0.05 22.7 Clay <0.002 6.7 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: 77039 Lab Number X1 61014-112 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: 77010 Prepared For: Joseph Peznola Order Number: 25893 Hancock Associates Lab Number: X161014-113 315 Elm Street Marlborough,MA 0 1752 Received: 10/14/2016 Reported: 10/18/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 69.6 Silt 0.002-0.05 22.6 Clay <0.002 7.8 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: 77010 Lab Number X1 61014-113 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: 77110 Prepared For: Joseph Peznola Order Number: 25893 Hancock Associates Lab Number: X161014-114 315 Elm Street Marlborough,MA 0 1752 Received: 10/14/2016 Reported: 10/18/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 55.8 Silt 0.002-0.05 27.2 Clay <0.002 17.0 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: 77110 Lab Number X1 61014-114 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: 77121 Prepared For: Joseph Peznola Order Number: 25893 Hancock Associates Lab Number: X161014-115 315 Elm Street Marlborough,MA 0 1752 Received: 10/14/2016 Reported: 10/18/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 64.3 Silt 0.002-0.05 24.5 Clay <0.002 11.2 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: 77121 Lab Number X1 61014-115 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: 77132 Prepared For: Joseph Peznola Order Number: 25893 Hancock Associates Lab Number: X161014-116 315 Elm Street Marlborough,MA 0 1752 Received: 10/14/2016 Reported: 10/18/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 61.1 Silt 0.002-0.05 28.7 Clay <0.002 10.2 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: 77132 Lab Number X1 61014-116 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: 77138 Prepared For: Joseph Peznola Order Number: 25956 Hancock Associates Lab Number: X161017-101 315 Elm Street Marlborough,MA 0 1752 Received: 10/17/2016 Reported: 10/21/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 74.3 Silt 0.002-0.05 20.6 Clay <0.002 5.1 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: 77138 Lab Number X1 61017-101 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: 77139 Prepared For: Joseph Peznola Order Number: 25956 Hancock Associates Lab Number: X161017-102 315 Elm Street Marlborough,MA 0 1752 Received: 10/17/2016 Reported: 10/21/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 74.2 Silt 0.002-0.05 18.8 Clay <0.002 7.0 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: 77139 Lab Number X1 61017-102 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: G2 Prepared For: Joseph Peznola Order Number: 25956 Hancock Associates Lab Number: X161017-103 315 Elm Street Marlborough,MA 0 1752 Received: 10/17/2016 Reported: 10/21/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 71.3 Silt 0.002-0.05 21.0 Clay <0.002 7.7 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: G2 Lab Number X1 61017-103 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: G3 Prepared For: Joseph Peznola Order Number: 25956 Hancock Associates Lab Number: X161017-104 315 Elm Street Marlborough,MA 0 1752 Received: 10/17/2016 Reported: 10/21/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 70.5 Silt 0.002-0.05 22.0 Clay <0.002 7.6 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: G3 Lab Number X1 61017-104 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: G4 Prepared For: Joseph Peznola Order Number: 25956 Hancock Associates Lab Number: X161017-105 315 Elm Street Marlborough,MA 0 1752 Received: 10/17/2016 Reported: 10/21/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 56.8 Silt 0.002-0.05 29.1 Clay <0.002 14.1 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: G4 Lab Number X1 61017-105 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: G6 Prepared For: Joseph Peznola Order Number: 25956 Hancock Associates Lab Number: X161017-106 315 Elm Street Marlborough,MA 0 1752 Received: 10/17/2016 Reported: 10/21/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 59.3 Silt 0.002-0.05 27.6 Clay <0.002 13.0 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: G6 Lab Number X1 61017-106 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: G7 Prepared For: Joseph Peznola Order Number: 25956 Hancock Associates Lab Number: X161017-107 315 Elm Street Marlborough,MA 0 1752 Received: 10/17/2016 Reported: 10/21/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 70.1 Silt 0.002-0.05 22.2 Clay <0.002 7.8 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: G7 Lab Number X1 61017-10 7 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: G8 Prepared For: Joseph Peznola Order Number: 25956 Hancock Associates Lab Number: X161017-108 315 Elm Street Marlborough,MA 0 1752 Received: 10/17/2016 Reported: 10/21/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 66.8 Silt 0.002-0.05 27.0 Clay <0.002 6.1 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: G8 Lab Number X1 61017-108 Soil and Plant Nutrient Testing Laboratory U M 203 Paige Laboratory ass, 161 Holdsworth Way University of Massachusetts Amherst,MA 01003 Exi"ens, io�n Phone: (413)545-2311 e-mail:soiltest@umass.edu website:soiltest.umass.edu Particle Size Analysis - Basic Sample Information: Sample ID: G9 Prepared For: Joseph Peznola Order Number: 25956 Hancock Associates Lab Number: X161017-109 315 Elm Street Marlborough,MA 0 1752 Received: 10/17/2016 Reported: 10/21/2016 jpeznola@hancockassociates.com 508-460-1111 Main Fractions Size(mml Percent Sand 0.05-2.0 62.3 Silt 0.002-0.05 27.2 Clay <0.002 10.6 USDA Textural Class: sandy loam MA Title V Textural Class 11 I of I Sample ID: G9 Lab Number X1 61017-109 Stormwater Report I 1ANCOCK, e" ' 'Is Princeton at North Andover Apartment Homes—Section IV A.S S,0,("-11 L V 1 1-d L, Revised 11-1-16 SECTION IV Section IV is the second of two report appendices. The purpose of section IV is to provide project specific existing and proposed Princeton at North Andover Apartment Homes stormwater project information as outlined below: Attachments (Stormwater Reference Materials) • MassDEP—Checklist for Stormwater Report • Pre and Post-Development Drainage Plans • HydroCAD Model Reports (Type III —2*, 10, 25 and 100-yr 24-hr events) *denotes entire model report, while other reports are design summaries only • Stormwater Operation and Maintenance Plan • Supportive Technical Information ----------------------------------"I----------------------------------------------------------------------------------------------"I----------------------------------------------------------------1-1----------------------------------------11--------------------- 19770 Stormwater Report-Section IV-rev-10-1-16.docx 19 1 a g e Massachusetts, Department, of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkil"st for Stormwalter, Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guidefor,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 I 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 i's determined,that a specific item does not apply to the project under review, please note that the item 'I's not applicable,(N.A.)and provide the reasons for that determination. A complete checklist must'nclude the Certification set forth below signed by the Registered Professional Engineer who prepared the Storm,watier Report, Rerg' tication istered Profess onal Engillneer's Certi I have reviewed the Stormwater Report, including the soil evaluation, cornputatiorts, Long-term Pollution 1), the Long- Prevention Plan, the,Construction Period' Erosion and Sedimentation Control Plan (If included' term Plost-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 Storrnwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook,. I have also determiried that the information presented in the Stoirmwater 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 0 14A 4F JOSEPH D. PEZNCLA CIVIL No.3811""? 01 /0 ............................ Sig ature and Date Checklist Project Type.- Is the application for new development,, redevelopment, or a mix ofnew and redevelopment?. Z New development El Redevelopment Mix of New Development and Redevelopment ..........- 19770 Stormwater Checklist-04101/08 Stormwater Report,Checklist-Page 2 of 8 �ronmental Protect", Massachusetts Department of Envi` ion Bureau of' Resouirce Protection - Wetlands Program Checkl'Ist for Storm�water 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 Wet'land Resource Areas Site Design Practices(e.g. clustered development, red ucied'frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to,existing trees,and shrubs E] LID Site Design Credit Requested.- Credit 1 Credit 2, Credit,3 El Use of it country drainage"versus curb and gutter conveyance and pipe El Bioretention Cells(includes Rain Gardens): Constructed Stormwater Wetlands(includes Gravel Wetlands designs), El Treebox Filter 0 Water Quality Swale El Grass Channel El Green Roof E] Other(describe).- S�ta nd ard 1,-F, N o New U nt reated D 01sc harig es, No new,untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Z Supporting calculations specified in Volume 3 of the! Massachusetts Stormwater Handbook included. 19770 Stormwater Checklist#04101/08 Stormater Report Checklist*Page 3 of 8 Massachusetts Department of Envwionmential Protection� Bureau. of ReSource Protect,lon - Wetlands Program Checkll'st for Sltormwater Report Checklist (continued) Standarid'2: �Peak Rate Attenuation Standard 2 wa,iver requested because the project,is located in land subject to coastal storm flowage ,and stormwater discharge i's to a wetland subject to coastal flooding. Evaluation provided to,determine whether off-site flooding increases during the 100-year,24-hour storm Calculations provided to,show that poist-development peak,discharge rates do not exceed pre- development rates for the 2-year and 1 0-year 24-hour storms. If evaluation shows that off-site flooding increases during the 1 010-year 24-hour sto:rm, ca.1culationsare also provided to show that post-devielopment peak discharge rates do niot exceed pre-�development rates for the 1 00-year,24- hour st�orm. Standard 3: Recharge Z Soil Analysis provided. Z Required Recharge Volume calculation provided, Required Recharge volume �reduced through use of the LID site Design Credits. Z Sizing the infiftration, BM'Ps is based on the following, method: Check the method used. Z Static 0 Simple Dynamic El Dynamic Field" E] Runoff from all impervious areas at,the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BM'P and calculations are provided showing that the drainage area contributing runoff to,the infiltration BMPs is sufficient to generate the required recharge!volume. El' Recharge BMPs have been sized to infiltrate the Required' Recharge Volume. Recharge BMPs,have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: FJ Site is:comprised solely of C and D soils and1or bedrock at the land,surface [ i ] M.�G.L. c. �21 E site s p u rsua nt to,310 C M R 40.000 0 Ell Solid Waste Landfill pursua nt�tio 310 CMR 19.000, E] Project is otherwise subject to Stormiwater Management Standards only to the maximurn extent practicable. Calculations showing that the infiltration BMPs,willdrainin 72 hours,are provided. E] Property includes a M.G.L. c. 21,1 E site or a solid waste landfill and a, mounding analysis is included. 80%TSS removal is,required p(Jor to discharge to infiltration,B,MP if Dynamic Field method is used. 19770 Storm water Checklist-04/01/08 Stormwater Report Checklist#Page 4 of 8 Massachusetts Department of' Envi"ronimenital' Prot,e,ctio,n Bureau of'Resource Protection - Wetlands Program Checklist for Starmwater 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. Z Documentation is provided showing,that infiltration BM�Ps do not adversely impact nearby wetland resource areas. Standard 41: Water Quality The Long-T'erm Pollution Prevention Plan typically includes the following* G Good housekeeping practices-, 0 Provisions,for stioring materials,and,waSte products inside or under cover; 0 Vehicle washing controls; 0 Requirements for routine inspections and maintenance of stormwater BMPs;, 0 Spill prevention and response plans'; 0 Provisions for maintenance of lawns, gardens, and other landscaped areas,- 0 Requirements�for storage and use of fertilizers, herbicides, and pesticides* 0 Pet waste management provisions; 0 Provisions for operation and management of septic systems, Provisions for solid waste management; Snow disposlal and plowing plans relative to Wetland Resource Areas�� Winter Road Salt and/or Sand Use and Storage restrictions; 01 Street sweeping schedules; 0 Provisions for prevention of illicit discharges to the storm1water management system; Documentation that Stormwater BMPs,are designed to provide for shutdown and containment in the event of a splill,or discharges to or near critical areas or from LUHPPL; 0 Training for staff or personnel involved with, implementing Long-Term Pollution Prevention Plan- a List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term, Pollution Prevention Plan is attached to Stormwat�e�r 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: 0 is within the Zone 11 or Interim Wellhead Protection Area Ell is near or to other critical areas E] is within so'll:s with a rapid infiltratilon rate(greater than 2.4 inches per hour) Z involves,runoff"from land' uses with higher potential pollutant loads. El The Required Water Quality Volume is reduced through use of the LID silte Desig,ri Credits., Z Calculations documenting thatthe treatment train meets the 80%T'SS removal requirement and,, if applicable, the�44%TSS removal pretreatment requirement,, are provided,. 19770 Stormwater Checklist#04/'101/08 Stormwater Report Checklist*Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Chileckil"St for Stormwater Report, Checklist (continued) Standard 4: Water Quality(continued) The BMP is sized,(and calculations provided)based on- The 1/2 Y5 or I"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 doicumentation may be in the form, of the propriety BMP checklist found in Volume 2, Chapter 4,of the �Massachusetts,Stiormwater Handbolok and submitting copies of the TARP Re�port, STEP Report, aInd/or other third party studie�s ver�ifying performance of the proprietary BMPs. E] A TM`DL exists that,indicates a need to reducle pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDiL is provided. Standard 5,-. Land Uses With Higher Potential Piollutant Loads �(L,U�HPPLs) E I �the,land use and the Stormwater Pollution ] 'The NPIDES Multi-Sector General Permit covers Prevention Plan (SWPPP)i has been included with the Stormwater Report. Z The NPIDES Multi-Sector General' Permit covers the land use and the SWPPP will be submitted pn'or to the discharge of stormwater to the post-construction storrinwater BMPs,. The, NPIDES, Multi-Sectior General Permit does not cover the land use. Ell LUH'PPLs are located at the site and industry specific source control and pollution prevention measures,have been proposed to reduce or elim,inate the exposure of LU'HPP'L,s,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 LUHP�PL,list, The LUHPPIL has the potential to generate runoff'with moderate to higher,concentrations of oil and grease (e.g. all parking lots with >1 000 vehicle trips per day)and the treatment train includes an olil 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 Mass,DEP i has approved for stormwater discharges to or near that particular class of critical area. CrItica,11 areas and BMPs are idientified in the Stormiwater�Report. 19770,Stormwater Checklist-04101/08 Stormwater Report Checklisto Page 6 of 8 Massachusetts, Department ofEnvironmental Protection Bureau of Resource Protection - Wetlands Program Checkl'Ist f'or S,tormwater Report Checklist (continued) S,tandard '7: Redevelopments and Other Projects Subject to�the Standards only,to the maxirn= extent,practicab,le El The pr9jectis,subje�ct to the Stormwater Management Standards only to the maximum Extent Practicable as a: El Limited Project El Small Residential Projects- 5-9 sing�le family houses or 5-9 units in a multi-farrilly development, provided there is no discharge that may potentlially affect a critical area. El Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family deve�lopment with a discharge to a.critical area El 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 El Redevelopment Project E] Redevelopment portion of mix of new and redevelopment. Certain standards are not fu, Ily met(Standard No. 1� 8,� 9, and 10 must,always be fu]ly met),and an explanation of why thesestandards are not metis containedin the Stormwater Report. The,project,involves redevelopment and a,description of all rineasures that have been taken to, improve existing conditions is provided in the Stormwater Re�port. The redevelopment checklist found in Volurne 2 ,Chapt,er 3 of the: Massachusetts Storm,water 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 'Poll ution Preventilon and Erosion and Sedimentation Control 1� A Construction Period Pollution Prevention and! Erosion and Sedimentation Control Plan must incilude the following information- Narrative-, Construction Period Operation and, Maint enance Plan, Narnes of Persons or Entity Responsible for Plan Compliance; 01 Construction Period' Pollution Prevention Measures- • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs,: including s,izing 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 Forrin. El A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the,Stormwater Report. 1:9770 Stormwater Checklist-014/01,108 Stormwater Report Checklist-,Page 7 of 8: Massachusetts, Department of Environmental! Protection Bureau of Reso�ur�ce Protection - Wetlands Program Checklist for Stormwater, Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosibnand' Sedimentabon Control (confinued) El The proJect is highly complex and information is included in the Storm,water Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosio�n 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 s,ubmifted before land disturbance begins. The project is,not covered by a NIPDES Construction General Permit. E] The project is covered by a NPDES Construction General Permit and a copy of the SWP,PP is in the Stormwater Report. El The project is covered by a NPD,ES Construction General Permit but no SWPPP been submitted. The S,WPPP 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.- Z Name ofthe stormwater management system owners', ,Z Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater B,MPs maintenance access areas; Description and delineation of public safety features', Estimated' operation and maintenance budget; and E] Operation and Maintenance Log Form. F1 The responsible party is not the owner of the parcel where the BMP is located and the Stormwater I Report includes,the following submissions: E] A copy of the legal instrument (deed, homeowner's association, utillty trust or other legalentity) 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 11licit Discharges Z The Long-Term Pollution Prevention Plan includes measures,to prevent illicit discharges; 0 An Illicit Discharge Compliance,Statement is attached; El NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs,. 19770 Stoirmwater�Checklist#04101/08 Stormwaler Report Checklist-Page 8 of 8 LEGEND: SUBCA TCHMENT BOUNDARY SUBCA TCHMENT LABEL MAP34LOT24 A//F F-3 lk\ - - - - - NOTICE L OCA TION IDEN TIFICA TION CITYOFLAWRENCE H AIRPOR7-COMISSION .&FP4. . . . . . OFINTENT FPS ANAL YSIS L OCA TION ............... FP6 -i. oLD RM ROAD 2�10 Fp" t. . . . . . ...��FPf5 FREAtCH FARM ROAD FP9 FP10 —;-PF113 !6 5-11 ?F11 2-11 4/��(jp' FP11P SA'Polvo Route 125(Osgood Street) 2-6 LAKE 2 K�-, CoCgRCHEWCK e) North Andover,Massachusetts 2-12� 4 Q 1 1,500' 'z- 128 2-u LOCUS PLAN: 2U .a2 700, PREPARED FOR A 744 00� HAP35�0714 3-6 4*11 4A—IVI 25 NIF Princeton 00AIM AIA A4,L L C BOOK 13731 PC-276 5347 Q� Properties z 140 (ILIA AL 18 VA,1YE:5) Sw-f9 $ 3 3 J� f9 AIAP34LOT53 1115 Wesfford Succit,41h Floor NIF LowelL MassachuseM 01851 OSGOOOSTREET BOOK 13288 PG 171 140 \0 AHFREAL TY TRUST SW48 HANCOCK 142 S[4'f6 1-17 0 z ASSOCIATES Ss- 152, 144 Civil Engineers Q1 EXISTING B E-T1- XI Land Surveyors Wetland Scientists - - - - qi MAP35LOTIO . '--- - \- ----- 3 315 ELM STREET,MARLBOROUGH,MA 01752 NIF H&S.LLC 136 S540 J 4C MAP34LOTI BOOK 134'22 PG 15 c:: iee NIF SS419 OSGOODSTREETAHF VOICE(508)460-1111,FAX(508)460-1121 REAL TY TRUST WWW.HANCOCKASSOCIATES.COM A Oc 14b AREA SEING USED 75 Af4 9YASUTTERFOR - �-6 ?1-4 uARDEN t4o I)ISTURBANCE) 7a PEZ-- 25'BUFFFR Sw-w 1-2 1 ) 150 S, BUFFE (NO Co STRUCTiON) S Ar EXISTING SA'I SUILOINC SS-2 SS-3 SB-4 AfOUN47 SW-3 (MA TERIAL VARIES) OP/ Sw-5 SW-6 154 CS A6� NO.BY APP DATE ISSUE/REVISION DESCRIPflON 160 DA DATE: 11767DRAWN BY: DPR DUH SCALE: AS NOTED ICHECK BY: PNJ ------ DMH IAPPROVED BY: jP Lill t—. DUH D OOD S T-I?OUTE, CS R NO TES.- 125 '6� (1961 HIGHWA YA(PUSLIC-VARIS WIL?TW 1. THE PURPOSE OF THIS PLAN IS TO GRAPHICALL Y REPRESENT D — 4T--T`0N-B1913PG $ J THE PRINCETON at NORTH ANDOVER PRE-DEVELOPMENF PRE ,041H DAIH D CS WA TERSHED ARE-AS and RELA TIVE EXIS771VG 57-ORYWA 7EI? D PRA C 77CE L OCA TIONS&REL A TIONSHIP W THIN 7HE 8A SIN(s). WATERSHED VHH CS J, SA RAERS FARM 2. BASIC EXIS77NG CONDITIONS INFORMA 77ON REPRESENTED PLAN ON 77-IIS PLAN IS TAKEN FROM PRO,1E-CF SPECIFIC NIF "EXIS77NG CONDITION-SURVEY PLAN(s)PREPARED BY TTI MAP 34 LOT 12 ENWIFONMENTAL,INC. SAR�(ER ELIZABETH& AAREIV RETAIL SLAILDINC, PRELIMINARY PLAN GRAPHIC SCALE: 1 INCH 50 FEET DWG:19770-Drainage erview(pre)6-2l.dwg HAP35LOT8 0 25 50 100 200 LAYOUT: NIF FOR DESIGN DISCUSSIONS ONLY f2YfOSGOODSTLLC SHEET: OF 31 NOT FOR CONSTRUCTION PROJECT NO.: 19770 SUYCA 7DYMENT BOUNDARY SURCA 7CHMENT LABEL PRINCETON at 0 PONO LABEL 7� NORTH A�F L Or,4 77aV IDEN 771-7CA 77aV T-- FLA vn,p ANDOVER ANAL Y-qS LOCA 77CIV 0 x APARTMENT lk%��F HOMES -EATF-o Route 125(Osgood Street) NN*1Xt94PWMR%As North Andover',Massachusetts I'=1,500' 2- PFEPAFED RM j Princeton 35LO�7-200 Properties LLr: 1115 Westford Street�41h Floor &F Lowell,Massachuseft 01851 323 "TREE7 ��h-FREAL T��7PU3T m mw-� HANCOCK ASSOCIATES A I Civil Engineers Ilk Land Surveyors Wetland Scientists -7 Fa w C �T A="W-W 4 --I w 7- 315 ELM STREET,MAR13OROIJGH,MA 01752 C�5' TREL T-t-F iO� VOICE(508)460-1111,FAX(508)460-1121 RE�-,,D TRUST P WL TAM WWW.HMCOCKASSMATES.COM I I U I r7plm m mw WAWA* 4wow ON., 4 IF A j— I Ar ----———————————— 5 9U JP 1/15pa ADD SYSTEMS 26&27 /aRrWADT 1010 AF 4 F 12/21/17. 3 mam j 7 #--- �v -11 I I t 2 JP 11/1/16 VARIOIJS I JP 0/20/16 VARIOOS T 49- APP DATE ISSUE/REVISION DESCRIPTION TE: 11 BY. DPR SCALE, N.T.S.ICHECK BY, PNJ -------- IAPPROVED BY, JP TFEET-RO.UTE 125 --P-- -V - NO (PUZ?41C ARISMOrH) (IXIHIGHWAYAITEIMTICN-SK933�6170-PLAN#4250) i. THE PuRpor cF 7HIs PLAN Is To owApHicALL Y REPREsEmr THE PffiNQETaV at NOWH AADOIEW POST-DEPROPUENr PM WA 7ER-9)EV AREAS and RG-A 77W EAIS77NG S7UWWA 7ER A PRAC77CE LOr.4 770YVS&REZA 77aVSYIP WHIN 7HE BASW(S). I 818mm VATO 2 BASYC EAIS77NG CON0171aVS INFORMA 77ON REPRESEVrED Or NF PLAN OYV 7HIS PLAN IS TAKEN FROM PROXCT SvEaRC "Exlsmw coNomm'sunry PLAN(s)PREPAREv By n7 ENIARaVUENT44,INC -Eli ��ETI;IL EULE DWG:19770-Drainage rview(post).dwg PRELIMINARY PLAN LAYOUT- 7C�FOGOD-TLb� SHEET. OF 1 0LDfARAjf NOT FOR CONSTRUCTION PROJECT NO.: 197" Building�Parking Co ercial#4 Buildin Parking (31�5 Ct3i — Front B�ildings-E Commercial Access- Access,Blkbings D�Zcess,pBu Commer Access- .�Idmgs C-E Parki g Piling Z& Par r�.9 CB /2.6\P Commercial#3 41 CB 30 Z�4L /C-2.2\ Ac Buildings C-E 2.6 Drain hole Yard drain Parking Z& B 41 M Buildjg E CB 32 0 VY 71F CB 0 X�2 Z& A� .4 370 .4P Commer East Middle Garage roofs 1.4 Drain manhole CB 28 CB CarkinqiCommerci4l Acce s- 382 1.3 3 2.4 omme�ial Access-pa��g s cl ZA cial East North Drain M nhol 61B Z& Z&t� Z& BlA Resi t tial Site /&A B.�ing B CB 13A 3 CB 1 CEIJ CB 13 22P �--116\4 4 4 ,--�A Z&�--//C'\.2 4-- Analys s Point Drain Manhole 37 Drain Manhole 2.2 Drain Manhole 24 Drain Manhole Drain Manhole Drain Manhole DCB 2 Commercial East Middle CB 37\ 365 Access, ildings D-E Access,4ildings D-E ornmer ial#2 Site E ance and .sj P4rking ing Commerc 2 Com ercial#2 ccess- Le ,g Center e P�11 SRo ndabo Building B-C Parking Aa North Z& C\B 111eC\ le\8 /C2A B 27 CB 33 t2A (*6 16�1'\'j__ \B c\ ZDrain Manhole /6\4 4--/�j\8 �--/�3\.9 /�j 6 �--_/&\1 I—I& I---�� 1 P Drain hole Drain nhole Drain nhole 34 Drain M ole 18 Drain hole 39 Drain Manhole Drain nhole Drain nhole CB 4 Commercial#1 parking 1.2 Z& A *9 1 /1\PL CT1 ClIO 9 /�l 4\ le\7 le\5 Drai hole C� CB5 Commercial#1 parking t (CB5) Building B Parking Access rd,B Parking CB 1� Commercial#2 /D\.7 Site Entrance EE, Drai�IaZ'\ 10 Building Parking A Buildin D-Site 1 10 AS Impro ements Site Access- A Roundabout 35 Dra Manh e Gara roofs 1011.1\ Buildin Parking Site Acess- 116\3 Commercial 1 /1 1\p D M�12 3 Analysis Point C643A DMH59 CB 19 Commercial East South Bui ing C Commercial East South 352 Commercial East South Building D Site Acce Recycle I It, En t ce 2.7P A AB C1 Site Imptements 2,7 C-1 24 CB A&17 Commerci orth Side 7 t Ap Analy is Point Drain T nhole Drain manhole Drain nhole Drain manhole CB 15 �321 I A21 A& Garage roofs Garage roofs CB Z& ,2 Site Access-Recycle C�6 Drain manhole Ci?5 Ctr Building B-C Parking Building B C Parking North South A2.5P Leasing Center 2.5 Commercial#1 bcat on Sul Reach Z4 Link Routing Diagram for(IRAINSTORE3)-N Andover(Post)l-12-18 Prepared by Microsoft, Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC (IRAINSTORE3) - N Andover (Post)1-12-18 Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 1441102 61 >75% Grass cover, Good, HSG B (3S, 100, 111, 115, 117, 200, 210, 211, 300, 309, 31 O� 311� 315, 3175 320, 322, 323, 330, 340� 341, 345, 350, 351 7 352, 360, 361, 362, 3647366, 3703380, 381, 382, 383) 2529196 98 Paved parking, HSG B (3S, 4S, 110, 111, 115, 117, 2101 211, 310, 311, 315, 320, 322, 323, 330, 331, 3327 340, 341, 3507 351, 352, 353, 360, 3617 362, 363, 364, 366, 3707371, 3723373, 380, 381) 241421 98 Paved parking, HSG C (317, 382, 383) 27500 98 Pool Patio (110) 16,350 98 Roof (355) 47)420 98 Roofs, HSG B (105, 116, 3057 312, 316, 3217 3307 350, 365, 400) 291450 98 Roofs, HSG C (3453 410) 27380 98 Roofs, HSG C garage (23) 15)050 98 Roofs, bldg D (22) 15)821 55 Woods, Good, HSG B (300) 35,500 58 Woods/grass comb., Good, HSG B (100, 300) 585�190 85 TOTAL AREA (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 3S: Commercial East South Runoff 0.59 cfs @ 12.09 hrs, Volume= 1,831 cf, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 8)000 98 Paved parking, HSG B 3)000 61 >75% Grass cover, Good, HSG B 111000 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 4S: Commercial East South Runoff 0.11 cfs @ 12.08 hrs, Volume= 375 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 1�532 98 Paved parking, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 22: Building D Runoff 1.07 cfs @ 12.08 hrs, Volume= 3,686 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 155050 98 Roofs, bldg D Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc-Min 5.0 0 Total, Increased to minimum Tc = 6.0 min (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 23: Garage roofs Runoff 0.17 cfs @ 12.08 hrs, Volume= 583 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 1 Y190 98 Roofs, HSG C garage 1)190 98 Roofs, HSG C garage 2)380 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc-Min 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 100: Site Improvements Runoff 0.17 cfs @ 12.25 hrs, Volume= 1,144 cf, Depth= 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 9�600 61 >75% Grass cover, Good, HSG B 271100 58 Woods/grass comb., Good, HSG B 36,700 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 20 0.3330 0.26 Sheet Flow, Tc-1: Slope Grading Grass: Dense n= 0.240 P2= 3.10" 5.8 30 0.0500 0.09 Sheet Flow, Tc-2: Woods Woods: Light underbrush n= 0.400 P2= 3.10" 1.5 100 0.0500 1.12 Shallow Concentrated Flow, Tc-3: Woods Woodland Kv= 5.0 fps 2.1 180 0.0800 1.41 Shallow Concentrated Flow, Tc-4: Woods Woodland Kv= 5.0 fps 10.7 330 Total Summary for Subcatchment 105: Leasing Center Runoff 0.28 cfs @ 12.08 hrs, Volume= 980 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 5 Area (sf) CN Description 4X0 98 Roofs, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 110: Site Entrance and Leasing Center Runoff 0.68 cfs @ 12.08 hrs, Volume= 2,326 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs, Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 7)000 98 Paved parking, HSG B 2)500 98 Pool Patio 9)500 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 111: Site Entrance Runoff 0.52 cfs @ 12.09 hrs, Volume= 1,636 cf, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 7)000 98 Paved parking, HSG B 71000 61 >75% Grass cover, Good, HSG B 14X0 80 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 115: Commercial #1 parking (CB5) Runoff 0.58 cfs @ 12.09 hrs, Volume= 1,784 cf, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 7)768 98 Paved parking, HSG B 4)415 61 >75% Grass cover, Good, HSG B 121183 85 Weighted Average (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page A Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 116: Commercial #1 Runoff 0.33 cfs @ 12.08 hrs, Volume= 1,126cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 41600 98 Roofs, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 117: Commercial #1 parking Runoff 0.40 cfs @ 12.09 hrs, Volume= 1,257 cf, Depth= 1.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs, Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 5�600 98 Paved parking, HSG B 4)208 61 >75% Grass cover, Good, HSG B 91808 82 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 200: Buildind D - Site Improvements Runoff 0.05 cfs @ 12.12 hrs, Volume= 236 cf, Depth= 0.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 6Y368 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 210: Building D Parking Runoff 0.48 cfs @ 12.09 hrs, Volume= 1,502 cf, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 6)700 98 Paved parking, HSG B 4500 61 >75% Grass cover, Good, HSG B 111200 83 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 211: Building D Parking Runoff 0.51 cfs @ 12.09 hrs, Volume= 1,596 cf, Depth= 1.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs, Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 7X0 98 Paved parking, HSG B 33000 61 >75% Grass cover, Good, HSG B 10,000 87 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 300: Residential Site Runoff 0.16 cfs @ 12.22 hrs, Volume= 1)133 cf, Depth= 0.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 155632 61 >75% Grass cover, Good, HSG B 155821 55 Woods, Good, HSG B 8)400 58 Woods/grass comb., Good, HSG B 39,853 58 Weighted Average (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 50 0.0400 0.13 Sheet Flow, Tc-1: Site Grading Grass: Dense n= 0.240 P2= 3.10" 2.2 150 0.0500 1.12 Shallow Concentrated Flow, Tc-2: Woods Woodland Kv= 5.0 fps 8.5 200 Total Summary for Subcatchment 305: Building E Runoff 1.12 cfs @ 12.08 hrs, Volume= 3,851 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs, Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 155725 98 Roofs, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc-Min 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 309: Front Buildings-E Runoff 0.01 cfs @ 12.12 hrs, Volume= 55 cf, Depth= 0.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 1�500 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 310: Building E Parking Runoff 0.85 cfs @ 12.08 hrs, Volume= 2,787 cf, Depth> 2.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 115650 98 Paved parking, HSG B 1)000 61 >75% Grass cover, Good, HSG B 125650 95 Weighted Average (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 9 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 311: Building E Parking Runoff 0.84 cfs @ 12.08 hrs, Volume= 2,754 cf, Depth> 2.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 11,500 98 Paved parking, HSG B 1)000 61 >75% Grass cover, Good, HSG B 125500 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 312: Garage roofs Runoff 0.16 cfs @ 12.08 hrs, Volume= 539 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 23200 98 Roofs, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 315: Access, Buildings C-E Parking Runoff 0.43 cfs @ 12.09 hrs, Volume= 1,341 cf, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 63000 98 Paved parking, HSG B 43000 61 >75% Grass cover, Good, HSG B 105000 83 Weighted Average (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 10 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 316: Garage roofs Runoff 0.15 cfs @ 12-08 hrs, Volume= 514 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 2)100 98 Roofs, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 317: Access, Buildings C-E Parking Runoff 0.44 cfs @ 12.09 hrs, Volume= 1,374 cf, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs, Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 6�000 98 Paved parking, HSG C 31800 61 >75% Grass cover, Good, HSG B 93800 84 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 320: Access, Buildings D-E Parking Runoff 0.74 cfs @ 12.09 hrs, Volume= 2,283 cf, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 105088 98 Paved parking, HSG B 53500 61 >75% Grass cover, Good, HSG B 155588 85 Weighted Average (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 11 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 321: Garage roofs Runoff 0.14 cfs @ 12-08 hrs, Volume= 470 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 11920 98 Roofs, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 322: Access, Buildings D-E Parking Runoff 0.54 cfs @ 12.09 hrs, Volume= 1,684 cf, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs, Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 7�500 98 Paved parking, HSG B 41000 61 >75% Grass cover, Good, HSG B 11,500 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 323: Access, Buildings D-E Parking Runoff 0.84 cfs @ 12.09 hrs, Volume= 2,615 cf, Depth= 1.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 115500 98 Paved parking, HSG B 5)600 61 >75% Grass cover, Good, HSG B 175100 86 Weighted Average (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 12 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 330: Building B-C Parking North Runoff 1.19 cfs @ 12.08 hrs, Volume= 3,959 cf, Depth> 2.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 151940 98 Paved parking, HSG B 575 98 Roofs, HSG B 800 61 >75% Grass cover, Good, HSG B 175315 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 331: Building B C Parking South Runoff 0.45 cfs @ 12.08 hrs, Volume= 1,540 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs, Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 65287 98 Paved parking, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 332: Building B-C Parking North Runoff 0.82 cfs @ 12.08 hrs, Volume= 2,816 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 115500 98 Paved parking, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 340: Access rd, B Parking Runoff 0.44 cfs @ 12.09 hrs, Volume= 1,383 cf, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 6YO00 98 Paved parking, HSG B 5)300 61 >75% Grass cover, Good, HSG B 115300 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 341: Building B Parking Runoff 0.42 cfs @ 12.09 hrs, Volume= 1,308 cf, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 5�900 98 Paved parking, HSG B 53295 61 >75% Grass cover, Good, HSG B 115195 80 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 345: Building B Runoff 1.09 cfs @ 12.09 hrs, Volume= 3,391 cf, Depth= 2.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs, Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 155050 98 Roofs, HSG C 4Y500 61 >75% Grass cover, Good, HSG B 195550 89 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc-Min 5.0 0 Total, Increased to minimum Tc = 6.0 min (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 350: Site Access - Recycle Ctr Runoff 0.25 cfs @ 12.10 hrs, Volume= 852 cf, Depth= 0.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 3YO00 98 Paved parking, HSG B 300 98 Roofs, HSG B 8)350 61 >75% Grass cover, Good, HSG B 111650 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 351: Commercial North Side Runoff 0.45 cfs @ 12.09 hrs, Volume= 1,404 cf, Depth= 1.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 6�200 98 Paved parking, HSG B 21600 61 >75% Grass cover, Good, HSG B 8�800 87 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 352: Entrance Runoff 0.45 cfs @ 12.09 hrs, Volume= 1,427 cf, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 6YO00 98 Paved parking, HSG B 1 YOOO 61 >75% Grass cover, Good, HSG B 7)000 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 353: Site Access - Recycle Ctr Runoff 0.28 cfs @ 12.08 hrs, Volume= 955 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 3)900 98 Paved parking, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 355: Building C Runoff 1.16 cfs @ 12.08 hrs, Volume= 4,004 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 16,350 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 360: Commercial #2 & #3 Runoff 0.59 cfs @ 12.09 hrs, Volume= 1 869 cf, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 7)930 98 Paved parking, HSG B 2YO00 61 >75% Grass cover, Good, HSG B 9Y930 91 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 361: Commercial #2 & #3 Runoff 0.57 cfs @ 12.09 hrs, Volume= 1,779 cf, Depth= 1.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 7)880 98 Paved parking, HSG B 6)000 61 >75% Grass cover, Good, HSG B 131880 82 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 362: Site Access - Roundabout Runoff 0.22 cfs @ 12.09 hrs, Volume= 673 cf, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 3�000 98 Paved parking, HSG B 23500 61 >75% Grass cover, Good, HSG B 5�500 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 363: Commercial #2 & #3 Runoff 0.11 cfs @ 12.08 hrs, Volume= 392 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 1 Y600 98 Paved parking, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 364: Site Acess - Commercial 1 Runoff 0.56 cfs @ 12.09 hrs, Volume= 1,728 cf, Depth= 1.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 7)500 98 Paved parking, HSG B 3)800 61 >75% Grass cover, Good, HSG B 111300 86 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 365: Commercial #2 Runoff 0.37 cfs @ 12.08 hrs, Volume= 1,273 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 5�200 98 Roofs, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 366: Site Access - Roundabout Runoff 0.19 cfs @ 12.09 hrs, Volume= 596 cf, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs, Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 2)600 98 Paved parking, HSG B 2Y500 61 >75% Grass cover, Good, HSG B 5Y100 80 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 370: Commercial Access - Parking Runoff 0.72 cfs @ 12.08 hrs, Volume= 2,344 cf, Depth> 2.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 9)790 98 Paved parking, HSG B 850 61 >75% Grass cover, Good, HSG B 101640 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 371: Commercial Access - Parking Runoff 0.70 cfs @ 12.08 hrs, Volume= 2,400 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 9�800 98 Paved parking, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 372: Commercial Access - Parking Runoff 0.55 cfs @ 12.08 hrs, Volume= 1,903 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 7Y771 98 Paved parking, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 373: Commercial Access - Parking Runoff 0.25 cfs @ 12.08 hrs, Volume= 855 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 3)490 98 Paved parking, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 380: Commercial East South Runoff 0.65 cfs @ 12.09 hrs, Volume= 2,026 cf, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 8�900 98 Paved parking, HSG B 47934 61 >75% Grass cover, Good, HSG B 13,834 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Subcatchment 381: Commercial East Middle Runoff 0.61 cfs @ 12.09 hrs, Volume= 1 892 cf, Depth= 1.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 8)370 98 Paved parking, HSG B 4YO00 61 >75% Grass cover, Good, HSG B 125370 86 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 382: Comercial East North Runoff 0.58 cfs @ 12.09 hrs, Volume= 1,811 cf, Depth= 2.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 7)721 98 Paved parking, HSG C 2)300 61 >75% Grass cover, Good, HSG B 101021 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 383: Commercial East Middle Runoff 0.78 cfs @ 12.09 hrs, Volume= 2,420 cf, Depth= 2.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 10,700 98 Paved parking, HSG C 33250 61 >75% Grass cover, Good, HSG B 13,950 89 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 400: Commercial #3 Runoff 0.77 cfs @ 12.08 hrs, Volume= 2,645 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 105800 98 Roofs, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 410: Commercial #4 Runoff 1.03 cfs @ 12.08 hrs, Volume= 3,526 cf, Depth> 2.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description 145400 98 Roofs, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc-Min Summary for Pond 1.1 P: 1.1 Inflow Area 38,630 sf, Inflow Depth > 2.29" for 2-year event Inflow 2.24 cfs @ 12.09 hrs, Volume= 7,365 cf Outflow 0.06 cfs @ 11.70 hrs, Volume= 7,365 cf, Atten= 97%, Lag= 0.0 min Discarded 0.06 cfs @ 11.70 hrs, Volume= 7,365 cf Primary 0.00 cfs @ 4.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 136-65' @ 16.48 hrs Surf.Area= 2,635 sf Storage= 4,562 cf Plug-Flow detention time= 694.4 min calculated for 7,363 cf(100% of inflow) Center-of-Mass det. time= 694.6 min ( 13483.3 - 788.7 ) Volume Invert Avail.Storage Storage Description #1 134.50' 521 cf Custom Stage Data (Prismatic)Listed below (Recalc) 1,624 cf Overall - 322 cf Embedded = 1,302 cf x 40.0% Voids #2 135.00' 322 cf ADS-StormTech SC-740 +Cap x 7 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #3 134.50' 4,790 cf Custom Stage Data (Prismatic)Listed below (Recalc) 5,096 cf Overall x 94.0% Voids #4 135.00' 3,591 cf Custom Stage Data (Prismatic)Listed below (Recalc) 3,820 cf Overall x 94.0% Voids 9,224 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 134.50 406 0 0 138.50 406 17624 17624 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 134-50 19274 0 0 138.50 1 Y274 51096 51096 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 22 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 135.00 955 0 0 139.00 955 37820 37820 Device Routing Invert Outlet Devices #1 Primary 136-80' 10.0" Round Culvert L= 16.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 136.80' / 136.60' S= 0.0125T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf #2 Discarded 134.50' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 11.70 hrs HW=135.00' (Free Discharge) 1�--2=Exfilltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 4.00 hrs HW=134.50' TW=134.70' (Dynamic Tailwater) A�--11=Cullvert ( Controls 0.00 cfs) Summary for Pond 1.3P: 1.3 I nflow Area 48,525 sf, Inflow Depth > 2.05" for 2-year event Inflow 2.55 cfs @ 12.09 hrs, Volume= 8,306 cf Outflow 0.51 cfs @ 12.53 hrs, Volume= 8,307 cf, Atten= 80%, Lag= 26.4 min Discarded 0.10 cfs @ 17.96 hrs, Volume= 6,112 cf Primary 0.41 cfs @ 12.53 hrs, Volume= 2,195 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 142.83' @ 12.53 hrs Surf.Area= 4,372 sf Storage= 3,131 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 160.6 min ( 959.2 - 798.6 ) Volume Invert Avail.Storage Storage Description #1 142.00' 393 cf Custom Stage Data (Prismatic)Listed below (Recalc) 982 cf Overall x 40.0% Voids #2 142-50' 251 cf ADS-StormTech SC-31 0 +Cap x 17 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3 142.00' 9,346 cf Custom Stage Data (Prismatic)Listed below (Recalc) 9,943 cf Overall x 94.0% Voids 9,990 cf Total Available Storage Elevation Surf-Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 369 0 0 144.66 369 982 982 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 31738 0 0 144.66 33738 93943 91943 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 23 Device Routing Invert Outlet Devices #1 Primary 142.50' 12.0" Round Culvert L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 142.50' / 142.15' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Discarded 142-00' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.10 cfs @ 17.96 hrs HW=142.50' (Free Discharge) 't--2=Exfi1ltrati1on (Exfiltration Controls 0.10 cfs) Primary OutFlow Max=0.41 cfs @ 12.53 hrs HW=142.83' TW=142.20' (Dynamic Tailwater) 1�--1=Culvert (Barrel Controls 0.41 cfs @ 2.72 fps) Summary for Pond 1.4P: 1.4 I nflow Area 27,350 sf, Inflow Depth > 2.67" for 2-year event Inflow 1.85 cfs @ 12.08 hrs, Volume= 6,079 cf Outflow 0.15 cfs @ 13.09 hrs, Volume= 6,080 cf, Atten= 92%, Lag= 60.2 min Discarded 0.05 cfs @ 10.38 hrs, Volume= 5)110 cf Primary 0.10 cfs @ 13.09 hrs, Volume= 970 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 138.75' @ 13.09 hrs Surf.Area= 2,011 sf Storage= 3,078 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 463.5 min ( 1,243.0 - 779.6 ) Volume Invert Avail.Storage Storage Description #1 137.00' 675 cf Custom Stage Data (Prismatic)Listed below (Recalc) 2,009 cf Overall - 322 cf Embedded = 1,688 cf x 40.0% Voids #2 137.50' 322 cf ADS-StormTech SC-740 +Cap x 7 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #3 137.00' 8,187 cf Custom Stage Data (Prismatic)Listed below (Recalc) 8,709 cf Overall x 94.0% Voids 9,183 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 137.00 377 0 0 142.33 377 23009 23009 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 137.00 17634 0 0 142.33 11634 87709 87709 Device Routing Invert Outlet Devices #1 Primary 138.50' 4.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 24 Inlet/ Outlet Invert= 138.50' / 138.40' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf #2 Discarded 137.00' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 10.38 hrs HW=137.05' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.10 cfs @ 13-09 hrs HW=138.75' TW=136.48' (Dynamic Tailwater) 't-1=Culvert (Barrel Controls 0.10 cfs @ 1.95 fps) Summary for Pond 1 P: 1.2 I nflow Area 179,550 sf, Inflow Depth > 1.81 for 2-year event Inflow 8.58 cfs @ 12.09 hrs, Volume= 27,135 cf Outflow 1.27 cfs @ 12.62 hrs, Volume= 27,138 cf, Atten= 85%, Lag= 31.8 min Discarded 0.21 cfs @ 11.46 hrs, Volume= 18,475 cf Primary 1.05 cfs @ 12.62 hrs, Volume= 8,663 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 137.39' @ 12.62 hrs Surf.Area= 9,105 sf Storage= 12,266 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 333.6 min ( 15150.7 - 817.2 ) Volume Invert Avail.Storage Storage Description #1 135.66' 1,769 cf Custom Stage Data (Prismatic)Listed below (Recalc) 5,480 cf Overall - 1,057 cf Embedded = 4,423 cf x 40.0% Voids #2 136.16' 1,057 cf ADS-StormTech SC-740 +Cap x 23 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #3 135.66' 15,872 cf Custom Stage Data (Prismatic)Listed below (Recalc) 16,885 cf Overall x 94.0% Voids #4 136.00' 1,262 cf Custom Stage Data (Prismatic)Listed below (Recalc) 3,798 cf Overall - 643 cf Embedded = 3,155 cf x 40.0% Voids #5 136-50' 643 cf ADS-StormTech SC-740 +Cap x 14 Inside #4 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #6 136.00' 16,720 cf Custom Stage Data (Prismatic)Listed below (Recalc) 17,787 cf Overall x 94.0% Voids 37,323 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 135.66 17096 0 0 140.66 1 Y096 57480 57480 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 135.66 3)377 0 0 140.66 31377 165885 165885 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 25 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 136.00 815 0 0 140.66 815 37798 37798 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 136-00 33817 0 0 140.66 31817 17)787 17)787 Device Routing Invert Outlet Devices #1 Primary 136.90' 15.0" Round Culvert L= 73.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 136.90' / 135.20' S= 0.0233T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Discarded 135-66' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.21 cfs @ 11.46 hrs HW=136.00' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.21 cfs) Primary OutFlow Max=1.05 cfs @ 12.62 hrs HW=137.39' TW=0.00' (Dynamic Tailwater) 1�--1=Culvert (Inlet Controls 1.05 cfs @ 2.38 fps) Summary for Pond 2.1 P: 2.1 I nflow Area 25,522 sf, Inflow Depth > 2.81 for 2-year event Inflow 1.78 cfs @ 12.08 hrs, Volume= 5,969 cf Outflow 0.13 cfs @ 13.32 hrs, Volume= 5,969 cf, Atten= 93%, Lag= 74.0 min Discarded 0.05 cfs @ 33.16 hrs, Volume= 5,315 cf Primary 0.08 cfs @ 13.32 hrs, Volume= 654 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 144.13' @ 13.32 hrs Surf.Area= 2,017 sf Storage= 3,161 cf Plug-Flow detention time= 515.4 min calculated for 5,968 cf(100% of inflow) Center-of-Mass det. time= 515.5 min ( 13286.2 - 770.7 ) Volume Invert Avail.Storage Storage Description #1 142.33' 302 cf Custom Stage Data (Prismatic)Listed below (Recalc) 755 cf Overall x 40.0% Voids #2 142.83' 597 cf ADS-StormTech SC-740 +Cap x 13 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #3 142.33' 4,794 cf Custom Stage Data (Prismatic)Listed below (Recalc) 51100 cf Overall x 94.0% Voids 5,693 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.33 226 0 0 145.67 226 755 755 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 26 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.33 11527 0 0 145.67 17527 57100 57100 Device Routing Invert Outlet Devices #1 Primary 144-00' 12.0" Round Culvert L= 4.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 144.00' / 143-90' S= 0.0250T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Discarded 142.33' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 33.16 hrs HW=142.83' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.08 cfs @ 13-32 hrs HW=144.13' TW=136.05' (Dynamic Tailwater) 't--1=Culvert (Inlet Controls 0.08 cfs @ 1.25 fps) Summary for Pond 2.2P: 2.2 I nflow Area 124,292 sf, Inflow Depth > 1.97" for 2-year event Inflow 6.08 cfs @ 12.09 hrs, Volume= 20,454 cf Outflow 0.28 cfs @ 12.20 hrs, Volume= 20,455 cf, Atten= 95%, Lag= 6.9 min Discarded 0.28 cfs @ 12.20 hrs, Volume= 20,455 cf Primary 0.00 cfs @ 4.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 145.41' @ 14.93 hrs Surf.Area= 11 886 sf Storage= 11,049 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 416.9 min ( 1,205.4 - 788.4 ) (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 27 Volume Invert Avail.Storage Storage Description #1 144.00' 17,622 cf Custom Stage Data (Prismatic)Listed below (Recalc) 18,747 cf Overall x 94.0% Voids #2 145.00' 254 cf Custom Stage Data (Prismatic)Listed below (Recalc) 827 cf Overall - 192 cf Embedded = 636 cf x 40.0% Voids #3 145.50' 192 cf ADS—StormTech SC-31 0 +Cap x 13 Inside #2 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #4 145.00' 8,274 cf Custom Stage Data (Prismatic)Listed below (Recalc) 8,802 cf Overall x 94.0% Voids #5 145.00' 219 cf Custom Stage Data (Prismatic)Listed below (Recalc) 732 cf Overall - 184 cf Embedded = 548 cf x 40.0% Voids #6 145.50' 184 cf ADS—StormTech SC-740 +Cap x 4 1 nside #5 Effective Size= 44.6"W x 30-0"H => 6.45 sf x 7-12'L = 45.9 cf Overall Size= 51-0"W x 30.0"H x 7.56'L with 0.44' Overlap #7 145-00' 3,010 cf Custom Stage Data (Prismatic)Listed below (Recalc) 3,202 cf Overall x 94.0% Voids #8 144.00' 483 cf Custom Stage Data (Prismatic)Listed below (Recalc) 1,622 cf Overall - 413 cf Embedded = 1,208 cf x 40.0% Voids #9 144.50' 413 cf ADS—StormTech SC-740 +Cap x 9 Inside #8 Effective Size= 44.6"W x 30-0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #10 144.00' 7,539 cf Custom Stage Data (Prismatic)Listed below (Recalc) 8,020 cf Overall x 94.0% Voids 38,190 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.00 5�122 0 0 147.66 57122 18,747 18,747 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.00 311 0 0 147-66 311 827 827 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.00 37309 0 0 147.66 37309 87802 87802 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.00 200 0 0 148.66 200 732 732 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.00 875 0 0 148-66 875 31202 31202 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 28 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.00 348 0 0 148.66 348 17622 17622 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.00 13721 0 0 148.66 1 Y721 87020 87020 Device Routing Invert Outlet Devices #1 Primary 146.10' 10.0" Round Culvert L= 28.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 146.10' / 144.50' S= 0.0571 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf #2 Discarded 144-00' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.28 cfs @ 12.20 hrs HW=145.02' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.28 cfs) Primary OutFlow Max=0.00 cfs @ 4.00 hrs HW=144.00' TW=141.90' (Dynamic Tailwater) 1�--11=Cullvert ( Controls 0.00 cfs) Summary for Pond 2.3P: 2.3 I nflow Area 49,800 sf, Inflow Depth > 1.24" for 2-year event Inflow 1.57 cfs @ 12.09 hrs, Volume= 5,153 cf Outflow 0.05 cfs @ 11.46 hrs, Volume= 5,154 cf, Atten= 97%, Lag= 0.0 min Discarded 0.05 cfs @ 11.46 hrs, Volume= 5,154 cf Primary 0.00 cfs @ 4.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 147.40' @ 15-99 hrs Surf.Area= 2,276 sf Storage= 2,842 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 495.8 min ( 13300.0 - 804.2 ) Volume Invert Avail.Storage Storage Description #1 146.00' 488 cf Custom Stage Data (Prismatic)Listed below (Recalc) 1,542 cf Overall - 322 cf Embedded = 1,221 cf x 40.0% Voids #2 146.50' 322 cf ADS-StormTech SC-740 +Cap x 7 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #3 146.00' 8,520 cf Custom Stage Data (Prismatic)Listed below (Recalc) 9,064 cf Overall x 94.0% Voids 9,330 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 146.00 331 0 0 150.66 331 13542 13542 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 29 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 146.00 11945 0 0 150-66 11945 91064 91064 Device Routing Invert Outlet Devices #1 Primary 148.30' 6.0" Round Culvert L= 60.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 148.30' / 146.40' S= 0.0317T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Discarded 146.00' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 11.46 hrs HW=146.05' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 4.00 hrs HW=146.00' TW=135.90' (Dynamic Tailwater) A�--11=Cullvert ( Controls 0.00 cfs) Summary for Pond 2.4P: 2.4 I nflow Area 14,400 sf, Inflow Depth > 2.94" for 2-year event Inflow 1.03 cfs @ 12.08 hrs, Volume= 3,526 cf Outflow 0.05 cfs @ 11.18 hrs, Volume= 3,528 cf, Atten= 95%, Lag= 0.0 min Discarded 0.05 cfs @ 11.18 hrs, Volume= 3,528 cf Primary 0.00 cfs @ 4.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 154.76' @ 14.09 hrs Surf.Area= 2,217 sf Storage= 1,589 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 251.4 min ( 1,013.4 - 762.0 ) Volume Invert Avail.Storage Storage Description #1 154.00' 4,168 cf Custom Stage Data (Prismatic)Listed below (Recalc) 4,434 cf Overall x 94.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 154.00 27217 0 0 156.00 27217 4Y434 4Y434 Device Routing Invert Outlet Devices #1 Primary 155.00' 6.0" Round Culvert L= 162.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 155.00' / 146.50' S= 0.0525T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Discarded 154-00' 1.020 in/hr Exfiltration over Surface area (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 30 Discarded OutFlow Max=0.05 cfs @ 11.18 hrs HW=154.02' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 4.00 hrs HW=1 54.00' TW=1 46.15' (Dynamic Tailwater) 't--l=Culvert ( Controls 0.00 cfs) Summary for Pond 2.5P: 2.5 I nflow Area 8,600 sf, Inflow Depth > 2.94" for 2-year event Inflow 0.61 cfs @ 12.08 hrs, Volume= 2,106 cf Outflow 0.19 cfs @ 12.39 hrs, Volume= 2,106 cf, Atten= 69%, Lag= 18.1 min Discarded 0.02 cfs @ 9.56 hrs, Volume= 1,548 cf Primary 0.17 cfs @ 12.39 hrs, Volume= 558 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 147.76' @ 12.39 hrs Surf.Area= 711 sf Storage= 839 cf Plug-Flow detention time= 278.8 min calculated for 2,106 cf(100% of inflow) Center-of-Mass det. time= 278.9 min ( 1,040.9 - 762.0 ) Volume Invert Avail.Storage Storage Description #1 146-50' 1,557 cf Custom Stage Data (Prismatic)Listed below (Recalc) 1,657 cf Overall x 94.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 146.50 711 0 0 148.83 711 13657 13657 Device Routing Invert Outlet Devices #1 Primary 147-50' 6.0" Round Culvert L= 45.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 147.50' / 146-00' S= 0.0333T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Discarded 146.50' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 9.56 hrs, HW=146.52' (Free Discharge) 1�--2=Exfilltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.17 cfs @ 12.39 hrs HW=147-76' TW=0.00' (Dynamic Tailwater) 't--1=Culvert (Inlet Controls 0.17 cfs @ 1.72 fps) Summary for Pond 2.6P: 2.6 Inflow Area 10,800 sf, Inflow Depth > 2.94" for 2-year event Inflow 0.77 cfs @ 12.08 hrs, Volume= 2,645 cf Outflow 0.21 cfs @ 12.42 hrs, Volume= 2,646 cf, Atten= 72%, Lag= 20.2 min Discarded 0.03 cfs @ 10.30 hrs, Volume= 2,022 cf Primary 0.19 cfs @ 12.42 hrs, Volume= 623 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 31 Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 149.73' @ 12.42 hrs Surf.Area= 1 066 sf Storage= 1,033 cf Flood Elev= 152.00' Surf.Area= 1,066 sf Storage= 1,673 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 231.1 min ( 993.1 - 762.0 ) Volume Invert Avail.Storage Storage Description #1 148.70' 1,673 cf Custom Stage Data (Prismatic)Listed below (Recalc) 1,780 cf Overall x 94.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.70 11066 0 0 150-37 11066 1 Y780 1 Y780 Device Routing Invert Outlet Devices #1 Discarded 148.70' 1.020 in/hr Exfiltration over Surface area #2 Primary 149.50' 10.0" Round Culvert L= 16.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 149.50' / 149.30' S= 0.0125T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf Discarded OutFlow Max=0.03 cfs @ 10.30 hrs HW=148-73' (Free Discharge) 't--1=Exfi11trati1on (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.19 cfs, @ 12.42 hrs HW=149.73' TW=146.97' (Dynamic Tailwater) 't--2=Culvert (Barrel Controls 0.19 cfs @ 2.31 fps) Summary for Pond 2.7P: 2.7 I nflow Area 16,350 sf, Inflow Depth > 2.94" for 2-year event Inflow 1.16 cfs @ 12.08 hrs, Volume= 4,004 cf Outflow 0.05 cfs @ 11.20 hrs, Volume= 4,005 cf, Atten= 96%, Lag= 0.0 min Discarded 0.05 cfs @ 11.20 hrs, Volume= 4,005 cf Primary 0.00 cfs @ 4.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 150.10' @ 15.02 hrs Surf.Area= 1 958 sf Storage= 2,024 cf Flood Elev= 155.00' Surf.Area= 1,958 sf Storage= 7,969 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 375.2 min ( 17137.2 - 762.0 ) Volume Invert Avail.Storage Storage Description #1 149.00' 7,969 cf Custom Stage Data (Prismatic)Listed below (Recalc) 8,478 cf Overall x 94.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 149.00 1)958 0 0 153.33 13958 83478 83478 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 32 Device Routing Invert Outlet Devices #1 Discarded 149.00' 1.020 in/hr Exfiltration over Surface area #2 Primary 152.80' 4.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 152.80' / 152-60' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf Discarded OutFlow Max=0.05 cfs @ 11.20 hrs HW=149.06' (Free Discharge) 't--l=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 4.00 hrs HW=149.00' TW=151.22' (Dynamic Tailwater) 1�--2=Culvert ( Controls 0.00 cfs) Summary for Pond Cl: CB 1 I nflow Area 10,021 sf, Inflow Depth = 2.17" for 2-year event Inflow 0.58 cfs @ 12.09 hrs, Volume= 1,811 cf Outflow 0.58 cfs @ 12.09 hrs, Volume= 1,811 cf, Atten= 0%, Lag= 0.0 min Primary 0.58 cfs @ 12.09 hrs, Volume= 1,811 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 156.03' @ 12.09 hrs Flood Elev= 159.101 Device Routing Invert Outlet Devices #1 Primary 155.60' 12.0" Round Culvert L= 137.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 155.60' / 154.20' S= 0.0102 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.57 cfs @ 12.09 hrs HW=1 56-03' TW=1 49.83' (Dynamic Tailwater) 't--l=Culvert (Inlet Controls 0.57 cfs @ 1.77 fps) Summary for Pond C1 0: CB 10 Inflow Area 11 300 sf, Inflow Depth = 1.84" for 2-year event Inflow 0.56 cfs @ 12.09 hrs, Volume= 1,728 cf Outflow 0.56 cfs @ 12.09 hrs, Volume= 1,728 cf, Atten= 0%, Lag= 0.0 min Primary 0.56 cfs @ 12.09 hrs, Volume= 1,728 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 145.50' @ 12.09 hrs Flood Elev= 147.70' Device Routing Invert Outlet Devices #1 Primary 144.90' 12.0" Round Culvert L= 4.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 144.90' / 144.80' S= 0.0250T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 33 Primary OutFlow Max=0.55 cfs @ 12-09 hrs HW=145.50' TW=145.42' (Dynamic Tailwater) 't--1=Culvert (inlet Controls 0.55 cfs @ 1.12 fps) Summary for Pond C1 1: CB1 1 I nflow Area 9,930 sf, Inflow Depth = 2.26" for 2-year event Inflow 0.59 cfs @ 12.09 hrs, Volume= 1,869 cf Outflow 0.59 cfs @ 12.09 hrs, Volume= 1,869 cf, Atten= 0%, Lag= 0.0 min Primary 0.59 cfs @ 12.09 hrs, Volume= 1,869 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 142.41' @ 12.09 hrs Flood Elev= 145.70' Device Routing Invert Outlet Devices #1 Primary 141-90' 12.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 141.90' / 141.80' S= 0.0125T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.59 cfs @ 12.09 hrs HW=142.41' TW=142.28' (Dynamic Tailwater) 1�--1=Culvert (Outlet Controls 0.59 cfs @ 2.15 fps) Summary for Pond C12: CB 12 Inflow Area 5,500 sf, Inflow Depth = 1.47" for 2-year event Inflow 0.22 cfs @ 12.09 hrs, Volume= 673 cf Outflow 0.22 cfs @ 12.09 hrs, Volume= 673 cf, Atten= 0%, Lag= 0.0 min Primary 0.22 cfs @ 12.09 hrs, Volume= 673 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 142.56' @ 12.09 hrs Flood Elev= 145.90' Device Routing Invert Outlet Devices #1 Primary 142.30' 12.0" Round Culvert L= 31.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 142.30' / 141.90' S= 0.0129 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.21 cfs @ 12.09 hrs HW=142.55' TW=141.69' (Dynamic Tailwater) 't--l=Culvert (inlet Controls 0.21 cfs @ 1.36 fps) Summary for Pond C13: CB 13 Inflow Area 9,800 sf, Inflow Depth > 2.94" for 2-year event Inflow 0.70 cfs @ 12.08 hrs, Volume= 2,400 cf Outflow 0.70 cfs @ 12.08 hrs, Volume= 2,400 cf, Atten= 0%, Lag= 0.0 min Primary 0.70 cfs @ 12.08 hrs, Volume= 2,400 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 34 Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 150.28' @ 12.08 hrs Flood Elev= 153.30' Device Routing Invert Outlet Devices #1 Primary 149-80' 12.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 149.80' / 149.60' S= 0.0250T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.69 cfs @ 12.08 hrs HW=150.28' TW=147.37' (Dynamic Tailwater) 't--l=Culvert (Inlet Controls 0.69 cfs @ 1.86 fps) Summary for Pond C13A: CB 13A Inflow Area 10,640 sf, Inflow Depth > 2.64" for 2-year event Inflow 0.72 cfs @ 12.08 hrs, Volume= 2,344 cf Outflow 0.72 cfs @ 12.08 hrs, Volume= 2,344 cf, Atten= 0%, Lag= 0.0 min Primary 0.72 cfs @ 12.08 hrs, Volume= 2,344 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 150.29' @ 12.08 hrs Flood Elev= 153.30' Device Routing Invert Outlet Devices #1 Primary 149-80' 12.0" Round Culvert L= 12.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 149.80' / 149.60' S= 0.0167 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.71 cfs @ 12.08 hrs HW=1 50.29' TW=1 47.37' (Dynamic Tailwater) 't--l=Culvert (Inlet Controls 0.71 cfs @ 1.88 fps) Summary for Pond C15: CB 15 Inflow Area 8,800 sf, Inflow Depth = 1.91 for 2-year event Inflow 0.45 cfs @ 12.09 hrs, Volume= 1,404 cf Outflow 0.45 cfs @ 12.09 hrs, Volume= 1,404 cf, Atten= 0%, Lag= 0.0 min Primary 0.45 cfs @ 12.09 hrs, Volume= 1,404 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 157.58' @ 12.09 hrs Flood Elev= 160.60' Device Routing Invert Outlet Devices #1 Primary 157.20' 12.0" Round Culvert L= 44.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 157.20' / 156.00' S= 0.0273T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 35 Primary OutFlow Max=0.45 cfs @ 12.09 hrs HW=157.58' TW=155.61' (Dynamic Tailwater) 't--1=Culvert (inlet Controls 0.45 cfs @ 1.65 fps) Summary for Pond C1 7: CB 16 & 17 I nflow Area 7,000 sf, Inflow Depth = 2.45" for 2-year event Inflow 0.45 cfs @ 12.09 hrs, Volume= 1,427 cf Outflow 0.45 cfs @ 12.09 hrs, Volume= 1,427 cf, Atten= 0%, Lag= 0.0 min Primary 0.45 cfs @ 12.09 hrs, Volurne= 1,427 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 160.48' @ 12.09 hrs Flood Elev= 163.20' Device Routing Invert Outlet Devices #1 Primary 160.10' 12.0" Round Culvert L= 15.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 160.10' / 159.80' S= 0.0200 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.44 cfs @ 12.09 hrs HW=160.48' TW=155.61' (Dynamic Tailwater) 1�--1=Culvert (inlet Controls 0.44 cfs @ 1.65 fps) Summary for Pond C18: CB 18 Inflow Area 11 200 sf, Inflow Depth = 1.61 for 2-year event Inflow 0.48 cfs @ 12.09 hrs, Volume= 1,502 cf Outflow 0.48 cfs @ 12.09 hrs, Volume= 1,502 cf, Atten= 0%, Lag= 0.0 min Primary 0.48 cfs @ 12.09 hrs, Volume= 1,502 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 138.19' @ 12.09 hrs Flood Elev= 139.80' Device Routing Invert Outlet Devices #1 Primary 137.80' 12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 137.80' / 137.10' S= 0.0101 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.48 cfs @ 12.09 hrs HW=1 38.19' TW=1 35-90' (Dynamic Tailwater) 't--l=Culvert (inlet Controls 0.48 cfs @ 1.68 fps) Summary for Pond C19: CB 19 Inflow Area 107000 sf, Inflow Depth = 1.91 for 2-year event Inflow 0.51 cfs @ 12.09 hrs, Volume= 1,596 cf Outflow 0.51 cfs @ 12.09 hrs, Volume= 1,595 cf, Atten= 0%, Lag= 0.0 min Primary 0.51 cfs @ 12.09 hrs, Volume= 1,595 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 36 Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 136.65' @ 16.47 hrs Flood Elev= 139.80' Device Routing Invert Outlet Devices #1 Primary 135-30' 12.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 135.30' / 135.20' S= 0.0125T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.51 cfs @ 12.09 hrs HW=1 35.74' TW=1 35.56' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.51 cfs @ 2.25 fps) Summary for Pond ClA: CB 1A Inflow Area 13,950 sf, Inflow Depth = 2.08" for 2-year event Inflow 0.78 cfs @ 12.09 hrs, Volume= 2,420 cf Outflow 0.78 cfs @ 12.09 hrs, Volume= 2,420 cf, Atten= 0%, Lag= 0.0 min Primary 0.78 cfs @ 12.09 hrs, Volume= 2,420 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 153.13' @ 12.09 hrs Flood Elev= 156.10' Device Routing Invert Outlet Devices #1 Primary 152-60' 12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 152.60' / 152.50' S= 0.0200T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.77 cfs @ 12.09 hrs HW=153.13' TW=149.83' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 0.77 cfs @ 2.67 fps) Summary for Pond C2: DCB 2 Inflow Area 12,370 sf, Inflow Depth = 1.84" for 2-year event Inflow 0.61 cfs @ 12.09 hrs, Volume= 1,892 cf Outflow 0.61 cfs @ 12.09 hrs, Volume= 1,892 cf, Atten= 0%, Lag= 0.0 min Primary 0.61 cfs @ 12.09 hrs, Volume= 1,892 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 151.31' @ 12.09 hrs Flood Elev= 154.40' Device Routing Invert Outlet Devices #1 Primary 150.90' 15.0" Round Culvert L= 115.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 150.90' / 149.75' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 37 Primary OutFlow Max=0.61 cfs @ 12.09 hrs HW=1 51.31' TW=1 49.83' (Dynamic Tailwater) 't--l=Culvert (inlet Controls 0.61 cfs @ 1.72 fps) Summary for Pond C20: CB 20 I nflow Area 11 300 sf, Inflow Depth = 1.47" for 2-year event Inflow 0.44 cfs @ 12.09 hrs, Volume= 1 383 cf Outflow 0.44 cfs @ 12.09 hrs, Volume= 1 383 cf, Atten= 0%, Lag= 0.0 min Primary 0.44 cfs @ 12.09 hrs, Volurne= 1 383 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 140.68' @ 12.09 hrs Flood Elev= 143.80' Device Routing Invert Outlet Devices #1 Primary 140-30' 12.0" Round Culvert L= 4.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 140.30' / 140.20' S= 0.0250T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.44 cfs @ 12.09 hrs HW=140.68' TW=140.27' (Dynamic Tailwater) 1�--11=Cullvert (Barrel Controls 0.44 cfs @ 2.42 fps) Summary for Pond C21: CB 21 Inflow Area 11 7 195 sf, I nflow Depth = 1.40" for 2-year event Inflow 0.42 cfs @ 12.09 hrs, Volume= 1,308 cf Outflow 0.42 cfs @ 12.09 hrs, Volume= 1,308 cf, Atten= 0%, Lag= 0.0 min Primary 0.42 cfs @ 12.09 hrs, Volume= 1,308 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 140.96' @ 12.09 hrs Flood Elev= 144.10' Device Routing Invert Outlet Devices #1 Primary 140.60' 12.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 140.60' / 140.40' S= 0.0200T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.41 cfs @ 12.09 hrs HW=140.96' TW=1 37.17' (Dynamic Tailwater) 't--1=Culvert (inlet Controls 0.41 cfs @ 1.62 fps) Summary for Pond C22: CB 22 Inflow Area 107000 sf, Inflow Depth = 1.61 for 2-year event Inflow 0.43 cfs @ 12.09 hrs, Volume= 1,341 cf Outflow 0.43 cfs @ 12.09 hrs, Volume= 1,341 cf, Atten= 0%, Lag= 0.0 min Primary 0.43 cfs @ 12.09 hrs, Volume= 1,341 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 38 Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 148.67' @ 12.09 hrs Flood Elev= 151.80' Device Routing Invert Outlet Devices #1 Primary 148-30' 12.0" Round Culvert L= 121.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 148.30' / 144.50' S= 0.0314T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.43 cfs @ 12.09 hrs HW=148.67' TW=144.02' (Dynamic Tailwater) 't--1=Culvert (Inlet Controls 0.43 cfs @ 1.63 fps) Summary for Pond C23: CB 23 Inflow Area 11 650 sf, Inflow Depth = 0.88" for 2-year event Inflow 0.25 cfs @ 12.10 hrs, Volume= 852 cf Outflow 0.25 cfs @ 12.10 hrs, Volume= 852 cf, Atten= 0%, Lag= 0.0 min Primary 0.25 cfs @ 12.10 hrs, Volume= 852 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 153.58' @ 12.10 hrs Flood Elev= 157.101 Device Routing Invert Outlet Devices #1 Primary 153-30' 12.0" Round Culvert L= 13.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 153.30' / 153.00' S= 0.0231 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.25 cfs @ 12.10 hrs HW=1 53.58' TW=1 52.10' (Dynamic Tailwater) 't--1=Culvert (Inlet Controls 0.25 cfs @ 1.41 fps) Summary for Pond C24: CB 24 Inflow Area 3,900 sf, Inflow Depth > 2.94" for 2-year event Inflow 0.28 cfs @ 12.08 hrs, Volume= 955 cf Outflow 0.28 cfs @ 12.08 hrs, Volume= 955 cf, Atten= 0%, Lag= 0.0 min Primary 0.28 cfs @ 12.08 hrs, Volume= 955 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 153.40' @ 12.08 hrs Flood Elev= 157.101 Device Routing Invert Outlet Devices #1 Primary 153.10' 12.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 153.10' / 153.00' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 39 Primary OutFlow Max=0.28 cfs @ 12.08 hrs HW=153.40' TW=152.10' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 0.28 cfs @ 2.08 fps) Summary for Pond C25: CB 25 I nflow Area 6,287 sf, Inflow Depth > 2.94" for 2-year event Inflow 0.45 cfs @ 12.08 hrs, Volume= 1,540 cf Outflow 0.45 cfs @ 12.08 hrs, Volume= 1,540 cf, Atten= 0%, Lag= 0.0 min Primary 0.45 cfs @ 12.08 hrs, Volume= 1,540 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 144.13' @ 13.31 hrs Flood Elev= 147.00' Device Routing Invert Outlet Devices #1 Primary 143-50' 12.0" Round Culvert L= 21.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 143.50' / 143.30' S= 0.0095T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.45 cfs @ 12.08 hrs HW=143.88' TW=143.34' (Dynamic Tailwater) 1�--1=Culvert (Inlet Controls 0.45 cfs @ 1.65 fps) Summary for Pond C26: CB 26 Inflow Area 17,315 sf, Inflow Depth > 2.74" for 2-year event Inflow 1.19 cfs @ 12.08 hrs, Volume= 3,959 cf Outflow 1.19 cfs @ 12.08 hrs, Volume= 3,959 cf, Atten= 0%, Lag= 0.0 min Primary 1.19 cfs @ 12.08 hrs, Volume= 3,959 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 145.71' @ 12.08 hrs Flood Elev= 149.90' Device Routing Invert Outlet Devices #1 Primary 145.10' 15.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 145.10' / 144.80' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.18 cfs @ 12.08 hrs HW=145.71' TW=145.32' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 1.18 cfs @ 2.94 fps) Summary for Pond C27: CB 27 Inflow Area 177100 sf, Inflow Depth = 1.84" for 2-year event Inflow 0.84 cfs @ 12.09 hrs, Volume= 2,615 cf Outflow 0.84 cfs @ 12.09 hrs, Volume= 2,615 cf, Atten= 0%, Lag= 0.0 min Primary 0.84 cfs @ 12.09 hrs, Volume= 2,615 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 40 Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 139.49' @ 12.09 hrs Flood Elev= 142.00' Device Routing Invert Outlet Devices #1 Primary 139-00' 15.0" Round Culvert L= 12.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 139.00' / 138.80' S= 0.0167 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.84 cfs @ 12.09 hrs HW=139.49' TW=137.24' (Dynamic Tailwater) 't--l=Culvert (Inlet Controls 0.84 cfs @ 1.88 fps) Summary for Pond C28: CB 28 Inflow Area 9,800 sf, Inflow Depth = 1.68" for 2-year event Inflow 0.44 cfs @ 12.09 hrs, Volume= 1,374 cf Outflow 0.44 cfs @ 12.09 hrs, Volume= 1,374 cf, Atten= 0%, Lag= 0.0 min Primary 0.44 cfs @ 12.09 hrs, Volume= 1,374 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 144.38' @ 12.09 hrs Flood Elev= 147.40' Device Routing Invert Outlet Devices #1 Primary 144-00' 12.0" Round Culvert L= 35.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 144.00' / 143.60' S= 0.01 14T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.44 cfs @ 12.09 hrs HW=144.37' TW=144.02' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.44 cfs @ 2.44 fps) Summary for Pond C2A: CB2A Inflow Area 6,800 sf, Inflow Depth > 2.94" for 2-year event Inflow 0.48 cfs @ 12.08 hrs, Volume= 1,665 cf Outflow 0.48 cfs @ 12.08 hrs, Volume= 1,665 cf, Atten= 0%, Lag= 0.0 min Primary 0.48 cfs @ 12.08 hrs, Volume= 1,665 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 145.55' @ 12.08 hrs Flood Elev= 149.80' Device Routing Invert Outlet Devices #1 Primary 145.20' 12.0" Round Culvert L= 119.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 145.20' / 144.00' S= 0.0101 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 41 Primary OutFlow Max=0.48 cfs @ 12.08 hrs HW=145.55' TW=142.92' (Dynamic Tailwater) 't--l=Culvert (inlet Controls 0.48 cfs @ 2.00 fps) Summary for Pond C3: CB 3 I nflow Area 13,834 sf, Inflow Depth = 1.76" for 2-year event Inflow 0.65 cfs @ 12.09 hrs, Volume= 2,026 cf Outflow 0.65 cfs @ 12.09 hrs, Volume= 2,026 cf, Atten= 0%, Lag= 0.0 min Primary 0.65 cfs @ 12.09 hrs, Volurne= 2,026 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 147.63' @ 12.09 hrs Flood Elev= 151.20' Device Routing Invert Outlet Devices #1 Primary 147-20' 15.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 147.20' / 146.90' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.65 cfs @ 12.09 hrs HW=147.63' TW=147.10' (Dynamic Tailwater) 1�--11=Cullvert (inlet Controls 0.65 cfs @ 1.76 fps) Summary for Pond C30: CB 30 Inflow Area 12,650 sf, Inflow Depth > 2.64" for 2-year event Inflow 0.85 cfs @ 12.08 hrs, Volume= 2,787 cf Outflow 0.85 cfs @ 12.08 hrs, Volume= 2,787 cf, Atten= 0%, Lag= 0.0 min Primary 0.85 cfs @ 12.08 hrs, Volume= 2,787 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 140.04' @ 12.08 hrs Flood Elev= 143.00' Device Routing Invert Outlet Devices #1 Primary 139.50' 12.0" Round Culvert L= 24.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 139.50' / 139.20' S= 0.0125T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.85 cfs @ 12-08 hrs HW=140.04' TW=139.62' (Dynamic Tailwater) 't--l=Culvert (inlet Controls 0.85 cfs @ 1.97 fps) Summary for Pond C31: CB 31 Inflow Area 12,500 sf, Inflow Depth > 2.64" for 2-year event Inflow 0.84 cfs @ 12.08 hrs, Volume= 2,754 cf Outflow 0.84 cfs @ 12.08 hrs, Volume= 2,754 cf, Atten= 0%, Lag= 0.0 min Primary 0.84 cfs @ 12.08 hrs, Volume= 2,754 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 42 Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 140.07' @ 12.08 hrs Flood Elev= 143.00' Device Routing Invert Outlet Devices #1 Primary 139-50' 12.0" Round Culvert L= 11.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 139.50' / 139.40' S= 0.0091 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.84 cfs @ 12.08 hrs HW=140.07' TW=139.62' (Dynamic Tailwater) 't--l=Culvert (Barrel Controls 0.84 cfs @ 2.61 fps) Summary for Pond C32: CB 32 Inflow Area 11 500 sf, Inflow Depth = 1.76" for 2-year event Inflow 0.54 cfs @ 12.09 hrs, Volume= 1 684 cf Outflow 0.54 cfs @ 12.09 hrs, Volume= 1 684 cf, Atten= 0%, Lag= 0.0 min Primary 0.54 cfs @ 12.09 hrs, Volume= 1 684 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 143.24' @ 12.09 hrs Flood Elev= 144.00' Device Routing Invert Outlet Devices #1 Primary 142-80' 12.0" Round Culvert L= 22.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 142.80' / 142.65' S= 0.0068T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.54 cfs @ 12.09 hrs HW=143.24' TW=142.48' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 0.54 cfs @ 2.39 fps) Summary for Pond C33: CB 33 Inflow Area 15,588 sf, Inflow Depth = 1.76" for 2-year event Inflow 0.74 cfs @ 12.09 hrs, Volume= 2,283 cf Outflow 0.74 cfs @ 12.09 hrs, Volume= 2,283 cf, Atten= 0%, Lag= 0.0 min Primary 0.74 cfs @ 12.09 hrs, Volume= 2,283 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 138.97' @ 12.09 hrs Flood Elev= 142.00' Device Routing Invert Outlet Devices #1 Primary 138.50' 15.0" Round Culvert L= 4.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 138.50' / 138.40' S= 0.0250T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 43 Primary OutFlow Max=0.73 cfs @ 12.09 hrs HW=138.97' TW=137.24' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 0.73 cfs @ 2.60 fps) Summary for Pond C35: CB 35 I nflow Area 1,532 sf, Inflow Depth > 2.94" for 2-year event Inflow 0.11 cfs @ 12.08 hrs, Volume= 375 cf Outflow 0.11 cfs @ 12.08 hrs, Volume= 375 cf, Atten= 0%, Lag= 0.0 min Primary 0.11 cfs @ 12.08 hrs, Volume= 375 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 146.78' @ 12.08 hrs Flood Elev= 147.70' Device Routing Invert Outlet Devices #1 Primary 146-60' 12.0" Round Culvert L= 39.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 146.60' / 146.20' S= 0.0103 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.1 1 cfs @ 12.08 hrs HW=146.78' TW=146.26' (Dynamic Tailwater) 1�--1=Culvert (Inlet Controls 0.11 cfs @ 1.14 fps) Summary for Pond C37: CB 37 Inflow Area 11 500 sf, Inflow Depth > 2.94" for 2-year event Inflow 0.82 cfs @ 12.08 hrs, Volume= 2,816 cf Outflow 0.82 cfs @ 12.08 hrs, Volume= 2,816 cf, Atten= 0%, Lag= 0.0 min Primary 0.82 cfs @ 12.08 hrs, Volume= 2,816 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 148.85' @ 12.08 hrs Flood Elev= 151.50' Device Routing Invert Outlet Devices #1 Primary 148.30' 12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 148.30' / 148.20' S= 0.0200T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.82 cfs @ 12.08 hrs HW=148.85' TW=144.74' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 0.82 cfs @ 2.70 fps) Summary for Pond MA: CB 3A Inflow Area 11 7000 sf, Inflow Depth = 2.00" for 2-year event Inflow 0.59 cfs @ 12.09 hrs, Volume= 1,831 cf Outflow 0.59 cfs @ 12.09 hrs, Volume= 1,831 cf, Atten= 0%, Lag= 0.0 min Primary 0.59 cfs @ 12.09 hrs, Volume= 1,831 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 44 Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 149.44' @ 12.09 hrs Flood Elev= 151.20' Device Routing Invert Outlet Devices #1 Primary 149-00' 12.0" Round Culvert L= 108.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 149.00' / 147.80' S= 0.0111 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.58 cfs @ 12.09 hrs HW=149.44' TW=147.10' (Dynamic Tailwater) 't--l=Culvert (Inlet Controls 0.58 cfs @ 1.78 fps) Summary for Pond C4: CB 4 Inflow Area 9,808 sf, Inflow Depth = 1.54" for 2-year event Inflow 0.40 cfs @ 12.09 hrs, Volume= 1,257 cf Outflow 0.40 cfs @ 12.09 hrs, Volume= 1,257 cf, Atten= 0%, Lag= 0.0 min Primary 0.40 cfs @ 12.09 hrs, Volume= 1,257 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 146.76' @ 12.09 hrs Flood Elev= 149.20' Device Routing Invert Outlet Devices #1 Primary 146-40' 12.0" Round Culvert L= 52.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 146.40' / 145.90' S= 0.0096T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.40 cfs @ 12.09 hrs HW=146.76' TW=145.37' (Dynamic Tailwater) 't--1=Culvert (Inlet Controls 0.40 cfs @ 1.60 fps) Summary for Pond C40: CB 40 Inflow Area 7,771 sf, Inflow Depth > 2.94" for 2-year event Inflow 0.55 cfs @ 12.08 hrs, Volume= 1,903 cf Outflow 0.55 cfs @ 12.08 hrs, Volume= 1,903 cf, Atten= 0%, Lag= 0.0 min Primary 0.55 cfs @ 12.08 hrs, Volume= 1,903 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 147.67' @ 12.08 hrs Flood Elev= 150.20' Device Routing Invert Outlet Devices #1 Primary 147.20' 12.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 147.20' / 147.10' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 45 Primary OutFlow Max=0.55 cfs @ 12.08 hrs HW=147.67' TW=147.49' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.55 cfs @ 2.23 fps) Summary for Pond C41: CB 41 I nflow Area 3,490 sf, Inflow Depth > 2.94" for 2-year event Inflow 0.25 cfs @ 12.08 hrs, Volume= 855 cf Outflow 0.25 cfs @ 12.08 hrs, Volume= 855 cf, Atten= 0%, Lag= 0.0 min Primary 0.25 cfs @ 12.08 hrs, Volume= 855 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 147.57' @ 12.08 hrs Flood Elev= 150.20' Device Routing Invert Outlet Devices #1 Primary 147-20' 12.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 147.20' / 147.10' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.25 cfs @ 12.08 hrs HW=147.57' TW=147.49' (Dynamic Tailwater) 1�--1=Culvert (Outlet Controls 0.25 cfs @ 1.41 fps) Summary for Pond C5: CB 5 Inflow Area 12,183 sf, Inflow Depth = 1.76" for 2-year event Inflow 0.58 cfs @ 12.09 hrs, Volume= 1,784 cf Outflow 0.58 cfs @ 12.09 hrs, Volume= 1,784 cf, Atten= 0%, Lag= 0.0 min Primary 0.58 cfs @ 12.09 hrs, Volume= 1,784 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 146.43' @ 12.09 hrs Flood Elev= 149.20' Device Routing Invert Outlet Devices #1 Primary 146.00' 12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 146.00' / 145.80' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.57 cfs @ 12.09 hrs HW=146.43' TW=145.37' (Dynamic Tailwater) 't--l=Culvert (Inlet Controls 0.57 cfs @ 1.76 fps) Summary for Pond C6: CB 6 Inflow Area 57100 sf I Inflow Depth = 1.40" for 2-year event Inflow 0.19 cfs @ 12.09 hrs, Volume= 596 cf Outflow 0.19 cfs @ 12.09 hrs, Volume= 596 cf, Atten= 0%, Lag= 0.0 min Primary 0.19 cfs @ 12.09 hrs, Volume= 596 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 46 Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 144.24' @ 12.09 hrs Flood Elev= 145.90' Device Routing Invert Outlet Devices #1 Primary 144-00' 12.0" Round Culvert L= 6.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 144.00' / 143-90' S= 0.0167 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.19 cfs @ 12.09 hrs HW=144.24' TW=143.74' (Dynamic Tailwater) 't--l=Culvert (Inlet Controls 0.19 cfs @ 1.31 fps) Summary for Pond C7: CB 7 Inflow Area 14,000 sf, Inflow Depth = 1.40" for 2-year event Inflow 0.52 cfs @ 12.09 hrs, Volume= 1,636 cf Outflow 0.52 cfs @ 12.09 hrs, Volume= 1,636 cf, Atten= 0%, Lag= 0.0 min Primary 0.52 cfs @ 12.09 hrs, Volume= 1,636 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 146.21' @ 12.09 hrs Flood Elev= 149.30' Device Routing Invert Outlet Devices #1 Primary 145-80' 12.0" Round Culvert L= 15.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 145.80' / 145.50' S= 0.0200T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.52 cfs @ 12.09 hrs HW=146.21' TW=144.52' (Dynamic Tailwater) 't--l=Culvert (Inlet Controls 0.52 cfs @ 1.72 fps) Summary for Pond C8: CB 8 Inflow Area 9,500 sf, Inflow Depth > 2.94" for 2-year event Inflow 0.68 cfs @ 12.08 hrs, Volume= 2,326 cf Outflow 0.68 cfs @ 12.08 hrs, Volume= 2,326 cf, Atten= 0%, Lag= 0.0 min Primary 0.68 cfs @ 12.08 hrs, Volume= 2,326 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 146.14' @ 12.08 hrs Flood Elev= 149.20' Device Routing Invert Outlet Devices #1 Primary 145.70' 15.0" Round Culvert L= 45.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 145.70' / 145.20' S= 0.0111 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 47 Primary OutFlow Max=0.67 cfs @ 12.08 hrs HW=146.14' TW=144.52' (Dynamic Tailwater) 't--l=Culvert (inlet Controls 0.67 cfs @ 1.77 fps) Summary for Pond C9: CB9 Inflow Area 13,880 sf, Inflow Depth = 1.54" for 2-year event Inflow 0.57 cfs @ 12.09 hrs, Volume= 1 779 cf Outflow 0.57 cfs @ 12.09 hrs, Volume= 1 779 cf, Atten= 0%, Lag= 0.0 min Primary 0.57 cfs @ 12.09 hrs, Volurne= 1 779 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 142.68' @ 12.09 hrs Flood Elev= 145.70' Device Routing Invert Outlet Devices #1 Primary 142-30' 12.0" Round Culvert L= 22.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 142.30' / 141.80' S= 0.0227T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.57 cfs @ 12.09 hrs HW=142.68' TW=142.27' (Dynamic Tailwater) 1�--1=Culvert (Outlet Controls 0.57 cfs @ 3.09 fps) Summary for Pond D13: Drain Manhole Inflow Area 36,341 sf, Inflow Depth = 2.02" for 2-year event Inflow 1.96 cfs @ 12.09 hrs, Volume= 6,122 cf Outflow 1.96 cfs @ 12.09 hrs, Volume= 6,122 cf, Atten= 0%, Lag= 0.0 min Primary 1.96 cfs @ 12.09 hrs, Volume= 6,122 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 149.83' @ 12.09 hrs Flood Elev= 154.40' Device Routing Invert Outlet Devices #1 Primary 149.25' 24.0" Round Culvert L= 177.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 149.25' / 147.70' S= 0.0088T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.95 cfs @ 12.09 hrs HW=149.83' TW=147.37' (Dynamic Tailwater) 't--1=Culvert (inlet Controls 1.95 cfs @ 2.59 fps) Summary for Pond D14: Drain Manhole Inflow Area 37,666 sf, Inflow Depth > 1.90" for 2-year event Inflow 1.91 cfs @ 12.09 hrs, Volume= 5,960 cf Outflow 1.91 cfs @ 12.09 hrs, Volume= 5,960 cf, Atten= 0%, Lag= 0.0 min Primary 1.91 cfs @ 12.09 hrs, Volume= 5,960 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 48 Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 145.42' @ 12.09 hrs Flood Elev= 149.20' Device Routing Invert Outlet Devices #1 Primary 144-80' 24.0" Round Culvert L= 34.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 144.80' / 144-50' S= 0.0088T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.89 cfs @ 12.09 hrs HW=145.42' TW=142.92' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 1.89 cfs @ 3.46 fps) Summary for Pond D15: Drain Manhole Inflow Area 50,591 sf, Inflow Depth > 1.80" for 2-year event Inflow 2.37 cfs @ 12.09 hrs, Volume= 7,599 cf Outflow 2.37 cfs @ 12.09 hrs, Volume= 7,599 cf, Atten= 0%, Lag= 0.0 min Primary 2.37 cfs @ 12.09 hrs, Volume= 7,599 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 143.74' @ 12.09 hrs Flood Elev= 149.20' Device Routing Invert Outlet Devices #1 Primary 143.10' 24.0" Round Culvert L= 42.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 143.10' / 142.60' S= 0.0119 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.35 cfs @ 12.09 hrs HW=143.74' TW=142.92' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 2.35 cfs @ 4.03 fps) Summary for Pond D16: Drain Manhole Inflow Area 45,491 sf, Inflow Depth > 1.85" for 2-year event Inflow 2.18 cfs @ 12.09 hrs, Volume= 7,004 cf Outflow 2.18 cfs @ 12.09 hrs, Volume= 7,004 cf, Atten= 0%, Lag= 0.0 min Primary 2.18 cfs @ 12.09 hrs, Volume= 7,004 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 144.52' @ 12.09 hrs Flood Elev= 149.20' Device Routing Invert Outlet Devices #1 Primary 143.90' 24.0" Round Culvert L= 65.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 143.90' / 143.20' S= 0.0108 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 49 Primary OutFlow Max=2.16 cfs @ 12.09 hrs HW=144.52' TW=143.74' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 2.16 cfs @ 3.90 fps) Summary for Pond D18: Drain Manhole 18 I nflow Area 118,867 sf, Inflow Depth > 1.91" for 2-year event Inflow 5.92 cfs @ 12.09 hrs, Volume= 18,872 cf Outflow 5.92 cfs @ 12.09 hrs, Volume= 18,872 cf, Atten= 0%, Lag= 0.0 min Primary 5.92 cfs @ 12.09 hrs, Volume= 18,872 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 142.28' @ 12.09 hrs Flood Elev= 145.70' Device Routing Invert Outlet Devices #1 Primary 141-20' 30.0" Round Culvert L= 39.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 141.20' / 140.80' S= 0.0103 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 4.91 sf Primary OutFlow Max=5.88 cfs @ 12.09 hrs HW=142.28' TW=141.69' (Dynamic Tailwater) 1�--1=Culvert (Outlet Controls 5.88 cfs @ 4.29 fps) Summary for Pond D21: Drain manhole Inflow Area 31,350 sf, Inflow Depth > 1.78" for 2-year event Inflow 1.42 cfs @ 12.09 hrs, Volume= 4,638 cf Outflow 1.42 cfs @ 12.09 hrs, Volume= 4,638 cf, Atten= 0%, Lag= 0.0 min Primary 1.42 cfs @ 12.09 hrs, Volume= 4,638 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 152.10' @ 12.09 hrs Flood Elev= 156.70' Device Routing Invert Outlet Devices #1 Primary 151.20' 18.0" Round Culvert L= 180.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 151.20' / 148.30' S= 0.0161 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=1.41 cfs @ 12.09 hrs HW=1 52.10' TW=1 51.81' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 1.41 cfs @ 1.84 fps) Summary for Pond D22: Drain manhole Inflow Area 15,800 sf, Inflow Depth = 2.15" for 2-year event Inflow 0.90 cfs @ 12.09 hrs, Volume= 2,831 cf Outflow 0.90 cfs @ 12.09 hrs, Volume= 2,831 cf, Atten= 0%, Lag= 0.0 min Primary 0.90 cfs @ 12.09 hrs, Volume= 2,831 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 50 Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 155.61' @ 12.09 hrs Flood Elev= 157.20' Device Routing Invert Outlet Devices #1 Primary 155.10' 15.0" Round Culvert L= 168.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 155.10' / 151.50' S= 0.0214 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.89 cfs @ 12.09 hrs HW=155.61' TW=152.10' (Dynamic Tailwater) 't--l=Culvert (Inlet Controls 0.89 cfs @ 1.91 fps) Summary for Pond D23: DMH23 Inflow Area 11 200 sf, Inflow Depth = 1.61 for 2-year event Inflow 0.48 cfs @ 12.09 hrs, Volume= 1 502 cf Outflow 0.48 cfs @ 12.09 hrs, Volume= 1 501 cf, Atten= 0%, Lag= 0.0 min Primary 0.48 cfs @ 12.09 hrs, Volume= 1 501 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 136.65' @ 16.48 hrs Flood Elev= 139-80' Device Routing Invert Outlet Devices #1 Primary 135-50' 12.0" Round Culvert L= 4.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 135.50' / 135.40' S= 0.0250T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.48 cfs @ 12.09 hrs HW=135.90' TW=135.57' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 0.48 cfs @ 2.46 fps) Summary for Pond D24: Drain Manhole 24 Inflow Area 93,242 sf, Inflow Depth > 1.83" for 2-year event Inflow 4.18 cfs @ 12.09 hrs, Volume= 14,247 cf Outflow 4.18 cfs @ 12.09 hrs, Volume= 14,247 cf, Atten= 0%, Lag= 0.0 min Primary 4.18 cfs @ 12.09 hrs, Volume= 14,247 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 145.94' @ 12.09 hrs Flood Elev= 149.60' Device Routing Invert Outlet Devices #1 Primary 145.20' 24.0" Round Culvert X 2.00 L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 145.20' / 145.10' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 51 Primary OutFlow Max=4.15 cfs @ 12.09 hrs HW=145.94' TW=144.75' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 4.15 cfs @ 2.93 fps) Summary for Pond D25: Drain Manhole Inflow Area 32,688 sf, Inflow Depth = 1.80" for 2-year event Inflow 1.58 cfs @ 12.09 hrs, Volume= 4,898 cf Outflow 1.58 cfs @ 12.09 hrs, Volume= 4,898 cf, Atten= 0%, Lag= 0.0 min Primary 1.58 cfs @ 12.09 hrs, Volume= 4,898 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 137.39' @ 12.61 hrs Flood Elev= 142.00' Device Routing Invert Outlet Devices #1 Primary 136-60' 18.0" Round Culvert L= 5.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 136.60' / 136.50' S= 0.0200T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=1.57 cfs @ 12.09 hrs HW=137.24' TW=136.69' (Dynamic Tailwater) 1�--1=Culvert (Barrel Controls 1.57 cfs @ 3.20 fps) Summary for Pond D27: Drain Manhole Inflow Area 135,667 sf, Inflow Depth > 1.85" for 2-year event Inflow 6.58 cfs @ 12.09 hrs, Volume= 20,929 cf Outflow 6.58 cfs @ 12.09 hrs, Volume= 20,929 cf, Atten= 0%, Lag= 0.0 min Primary 6.58 cfs @ 12.09 hrs, Volume= 20,929 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 140.27' @ 12.09 hrs Flood Elev= 143.80' Device Routing Invert Outlet Devices #1 Primary 139.20' 30.0" Round Culvert L= 44.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 139.20' / 138.70' S= 0.01 14T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 4.91 sf Primary OutFlow Max=6.53 cfs @ 12-09 hrs HW=140.27' TW=137.17' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 6.53 cfs @ 4.82 fps) Summary for Pond D30: Drain Manhole Inflow Area 24,834 sf, Inflow Depth = 1.86" for 2-year event Inflow 1.24 cfs @ 12.09 hrs, Volume= 3,857 cf Outflow 1.24 cfs @ 12.09 hrs, Volume= 3,857 cf, Atten= 0%, Lag= 0.0 min Primary 1.24 cfs @ 12.09 hrs, Volume= 3,857 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 52 Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 147.11' @ 12.09 hrs Flood Elev= 149.20' Device Routing Invert Outlet Devices #1 Primary 146-60' 18.0" Round Culvert L= 78.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 146.60' / 145.80' S= 0.0103 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=1.23 cfs @ 12.09 hrs HW=147.10' TW=146.26' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 1.23 cfs @ 3.53 fps) Summary for Pond D32: Drain manhole Inflow Area 21,300 sf, Inflow Depth = 1.56" for 2-year event Inflow 0.88 cfs @ 12.09 hrs, Volume= 2,770 cf Outflow 0.88 cfs @ 12.09 hrs, Volume= 2,770 cf, Atten= 0%, Lag= 0.0 min Primary 0.88 cfs @ 12.09 hrs, Volume= 2,770 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 144.02' @ 12.09 hrs Flood Elev= 147.40' Device Routing Invert Outlet Devices #1 Primary 143-50' 15.0" Round Culvert L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 143.50' / 143.40' S= 0.0333T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.88 cfs @ 12.09 hrs HW=144.02' TW=142.48' (Dynamic Tailwater) 't--l=Culvert (Barrel Controls 0.88 cfs @ 2.71 fps) Summary for Pond D34: Drain Manhole 34 Inflow Area 124,367 sf, Inflow Depth > 1.89" for 2-year event Inflow 6.14 cfs @ 12.09 hrs, Volume= 19,546 cf Outflow 6.14 cfs @ 12.09 hrs, Volume= 19,546 cf, Atten= 0%, Lag= 0.0 min Primary 6.14 cfs @ 12.09 hrs, Volume= 19,546 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 141.69' @ 12.09 hrs Flood Elev= 145.70' Device Routing Invert Outlet Devices #1 Primary 140.70' 30.0" Round Culvert L= 90.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 140.70' / 139.70' S= 0.0111 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 4.91 sf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 53 Primary OutFlow Max=6.09 cfs @ 12.09 hrs HW=141.69' TW=140.27' (Dynamic Tailwater) 't--1=Culvert (inlet Controls 6.09 cfs @ 3.38 fps) Summary for Pond D35: Drain Manhole Inflow Area 11 261 sf, Inflow Depth > 2.94" for 2-year event Inflow 0.80 cfs @ 12.08 hrs, Volume= 2,758 cf Outflow 0.80 cfs @ 12.08 hrs, Volume= 2,758 cf, Atten= 0%, Lag= 0.0 min Primary 0.80 cfs @ 12.08 hrs, Volurne= 2,758 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 147.49' @ 12.08 hrs Flood Elev= 152.50' Device Routing Invert Outlet Devices #1 Primary 147-00' 18.0" Round Culvert L= 103.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 147.00' / 146.20' S= 0.0078T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=0.80 cfs @ 12.08 hrs HW=147.49' TW=147.01' (Dynamic Tailwater) 1�--1=Culvert (Outlet Controls 0.80 cfs @ 2.38 fps) Summary for Pond D37: Drain Manhole 37 Inflow Area 200,167 sf, Inflow Depth = 0.19" for 2-year event Inflow 0.47 cfs @ 12.57 hrs, Volume= 3,165 cf Outflow 0.47 cfs @ 12.57 hrs, Volume= 3,165 cf, Atten= 0%, Lag= 0.0 min Primary 0.47 cfs @ 12.57 hrs, Volume= 3,165 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 136.52' @ 12.57 hrs Flood Elev= 140.00' Device Routing Invert Outlet Devices #1 Primary 136.20' 15.0" Round Culvert L= 4.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 136.20' / 136.00' S= 0.0500T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.47 cfs @ 12.57 hrs HW=1 36.52' TW=0.00' (Dynamic Tailwater) 't--l=Culvert (inlet Controls 0.47 cfs @ 1.92 fps) Summary for Pond D39: Drain Manhole 39 Inflow Area 95,057 sf, Inflow Depth > 1.92" for 2-year event Inflow 4.76 cfs @ 12.09 hrs, Volume= 15,225 cf Outflow 4.76 cfs @ 12.09 hrs, Volume= 15,225 cf, Atten= 0%, Lag= 0.0 min Primary 4.76 cfs @ 12.09 hrs, Volume= 15,225 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 54 Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 142.92' @ 12.09 hrs Flood Elev= 147.40' Device Routing Invert Outlet Devices #1 Primary 142-00' 30.0" Round Culvert L= 40.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 142.00' / 141.60' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 4.91 sf Primary OutFlow Max=4.72 cfs @ 12.09 hrs HW=142.92' TW=142.28' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 4.72 cfs @ 4.31 fps) Summary for Pond D40: Drain Manhole Inflow Area 67,581 sf, Inflow Depth > 2.04" for 2-year event Inflow 3.38 cfs @ 12.09 hrs, Volume= 11 489 cf Outflow 3.38 cfs @ 12.09 hrs, Volume= 11 489 cf, Atten= 0%, Lag= 0.0 min Primary 3.38 cfs @ 12.09 hrs, Volume= 11 489 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 147.37' @ 12.09 hrs Flood Elev= 152.50' Device Routing Invert Outlet Devices #1 Primary 146-50' 30.0" Round Culvert L= 36.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 146.50' / 146.20' S= 0.0083T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 4.91 sf Primary OutFlow Max=3.35 cfs @ 12.09 hrs HW=147.37' TW=147.01' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 3.35 cfs @ 3.29 fps) Summary for Pond D41: Drain Manhole Inflow Area 93,242 sf, Inflow Depth > 1.83" for 2-year event Inflow 4.18 cfs @ 12.09 hrs, Volume= 14,247 cf Outflow 4.18 cfs @ 12.09 hrs, Volume= 14,247 cf, Atten= 0%, Lag= 0.0 min Primary 4.18 cfs @ 12.09 hrs, Volume= 14,247 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 147.01' @ 12.09 hrs Flood Elev= 149.60' Device Routing Invert Outlet Devices #1 Primary 146.10' 30.0" Round Culvert L= 95.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 146.10' / 145.30' S= 0.0084 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 4.91 sf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 55 Primary OutFlow Max=4.15 cfs @ 12.09 hrs HW=147.01' TW=145.94' (Dynamic Tailwater) 't--1=Culvert (inlet Controls 4.15 cfs @ 2.57 fps) Summary for Pond D5: Drain Manhole Inflow Area 146,862 sf, Inflow Depth > 1.82" for 2-year event Inflow 7.00 cfs @ 12.09 hrs, Volume= 22,237 cf Outflow 7.00 cfs @ 12.09 hrs, Volume= 22,237 cf, Atten= 0%, Lag= 0.0 min Primary 7.00 cfs @ 12.09 hrs, Volume= 22,237 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 137.39' @ 12.59 hrs Flood Elev= 143.80' Device Routing Invert Outlet Devices #1 Primary 135-90' 30.0" Round Culvert L= 32.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 135.90' / 135.60' S= 0.0094T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 4.91 sf Primary OutFlow Max=6.95 cfs @ 12.09 hrs HW=1 37.17' TW=1 36.69' (Dynamic Tailwater) 1�--1=Culvert (Outlet Controls 6.95 cfs @ 4.06 fps) Summary for Pond D51: Drain manhole Inflow Area 17,315 sf, Inflow Depth > 2.74" for 2-year event Inflow 1.19 cfs @ 12.08 hrs, Volume= 3,959 cf Outflow 1.19 cfs @ 12.08 hrs, Volume= 3,959 cf, Atten= 0%, Lag= 0.0 min Primary 1.19 cfs @ 12.08 hrs, Volume= 3,959 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 145.32' @ 12.08 hrs Flood Elev= 156.70' Device Routing Invert Outlet Devices #1 Primary 144.70' 15.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 144.70' / 144.60' S= 0.0200T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.18 cfs @ 12.08 hrs HW=145.32' TW=143.34' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 1.18 cfs @ 2.83 fps) Summary for Pond D56: Drain manhole Inflow Area 75,322 sf, Inflow Depth = 0.10" for 2-year event Inflow 0.08 cfs @ 13.32 hrs, Volume= 654 cf Outflow 0.08 cfs @ 13.32 hrs, Volume= 654 cf, Atten= 0%, Lag= 0.1 min Primary 0.08 cfs @ 13.32 hrs, Volume= 654 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 56 Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 136.05' @ 13.32 hrs Flood Elev= 156.70' Device Routing Invert Outlet Devices #1 Primary 135-90' 15.0" Round Culvert L= 58.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 135.90' / 135-60' S= 0.0052T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.08 cfs @ 13.32 hrs HW=1 36.05' TW=0.00' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 0.08 cfs, @ 1.39 fps) Summary for Pond D57: Drain Manhole Inflow Area 172,817 sf, Inflow Depth = 0.15" for 2-year event Inflow 0.41 cfs @ 12.53 hrs, Volume= 2,195 cf Outflow 0.41 cfs @ 12.53 hrs, Volume= 2,195 cf, Atten= 0%, Lag= 0.0 min Primary 0.41 cfs @ 12.53 hrs, Volume= 2,195 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 142.20' @ 12.53 hrs Flood Elev= 145.50' Device Routing Invert Outlet Devices #1 Primary 141-90' 15.0" Round Culvert L= 47.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 141.90' / 141.40' S= 0.0106 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.41 cfs @ 12.53 hrs HW=1 42.20' TW=1 36.51' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 0.41 cfs @ 2.77 fps) Summary for Pond D58: Drain manhole Inflow Area 25,150 sf, Inflow Depth > 2.64" for 2-year event Inflow 1.69 cfs @ 12.08 hrs, Volume= 5,540 cf Outflow 1.69 cfs @ 12.08 hrs, Volume= 5,540 cf, Atten= 0%, Lag= 0.0 min Primary 1.69 cfs @ 12.08 hrs, Volume= 5,540 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 139-63' @ 12.08 hrs Flood Elev= 143.00' Device Routing Invert Outlet Devices #1 Primary 138.90' 15.0" Round Culvert L= 101.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 138.90' / 137.90' S= 0.0099T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 57 Primary OutFlow Max=1.68 cfs @ 12.08 hrs HW=139.62' TW=137.95' (Dynamic Tailwater) 't--1=Culvert (inlet Controls 1.68 cfs @ 2.29 fps) Summary for Pond D59: DMH59 Inflow Area 38,630 sf, Inflow Depth = 0.00" for 2-year event Inflow 0.00 cfs @ 4.00 hrs, Volume= 0 cf Outflow 0.00 cfs @ 4.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary 0.00 cfs @ 4.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 134.70' @ 4.00 hrs Flood Elev= 139.80' Device Routing Invert Outlet Devices #1 Primary 134-70' 10.0" Round Culvert L= 120.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 134.70' / 132.30' S= 0.0200T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf Primary OutFlow Max=0.00 cfs @ 4.00 hrs HW=1 34.70' TW=0.00' (Dynamic Tailwater) 1�-1=Culvert ( Controls 0.00 cfs) Summary for Pond D7: Drain Manhole Inflow Area 26,366 sf, Inflow Depth > 1.93" for 2-year event Inflow 1.35 cfs @ 12.09 hrs, Volume= 4,232 cf Outflow 1.35 cfs @ 12.09 hrs, Volume= 4,232 cf, Atten= 0%, Lag= 0.0 min Primary 1.35 cfs @ 12.09 hrs, Volume= 4,232 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 146.26' @ 12.09 hrs Flood Elev= 149.20' Device Routing Invert Outlet Devices #1 Primary 145.70' 18.0" Round Culvert L= 14.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 145.70' / 145.50' S= 0.0143T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=1.34 cfs @ 12.09 hrs HW=146.26' TW=145.42' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 1.34 cfs @ 3.34 fps) Summary for Pond D77: Drain manhole Inflow Area 47,700 sf, Inflow Depth > 1.17" for 2-year event Inflow 1.42 cfs @ 12.09 hrs, Volume= 4,638 cf Outflow 1.42 cfs @ 12.09 hrs, Volume= 4,638 cf, Atten= 0%, Lag= 0.0 min Primary 1.42 cfs @ 12.09 hrs, Volume= 4,638 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 58 Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 151.81' @ 12.09 hrs Flood Elev= 156.70' Device Routing Invert Outlet Devices #1 Primary 151-20' 18.0" Round Culvert L= 180.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 151.20' / 148.30' S= 0.0161 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=1.41 cfs @ 12.09 hrs HW=1 51.81' TW=1 46.55' (Dynamic Tailwater) 't--1=Culvert (Inlet Controls 1.41 cfs @ 2.10 fps) Summary for Pond D8: Drain Manhole Inflow Area 21,991 sf, Inflow Depth = 1.66" for 2-year event Inflow 0.98 cfs @ 12.09 hrs, Volume= 3,042 cf Outflow 0.98 cfs @ 12.09 hrs, Volume= 3,042 cf, Atten= 0%, Lag= 0.0 min Primary 0.98 cfs @ 12.09 hrs, Volume= 3,042 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 145.37' @ 12.09 hrs Flood Elev= 151.70' Device Routing Invert Outlet Devices #1 Primary 144-90' 15.0" Round Culvert L= 45.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 144.90' / 144.40' S= 0.0111 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.97 cfs @ 12.09 hrs HW=145.37' TW=144.52' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 0.97 cfs @ 3.43 fps) Summary for Pond 13: Yard drain Inflow Area 1,500 sf, Inflow Depth = 0.44" for 2-year event Inflow 0.01 cfs @ 12.12 hrs, Volume= 55 cf Outflow 0.01 cfs @ 12.12 hrs, Volume= 55 cf, Atten= 0%, Lag= 0.0 min Primary 0.01 cfs @ 12.12 hrs, Volume= 55 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs,/ 3 Peak Elev= 144.02' @ 12.09 hrs Flood Elev= 147.00' Device Routing Invert Outlet Devices #1 Primary 143.70' 8.0" Round Culvert L= 13.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 143.70' / 143.60' S= 0.0077T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 2-year Rainfall=3.20" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 59 Primary OutFlow Max=0.01 cfs @ 12.12 hrs HW=144.00' TW=144.00' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.0 1 cfs @ 0.11 fps) Summary for Link A: Analysis Point Inflow Area 120,622 sf, Inflow Depth = 0.23" for 2-year event Inflow 0.33 cfs @ 12.36 hrs, Volume= 2,356 cf Primary 0.33 cfs @ 12.36 hrs, Volume= 2,356 cf, Atten= 0%, Lag= 0.0 min Primary outflow Inflow, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs, Summary for Link B: Analysis Point Inflow Area 44,998 sf, Inflow Depth = 0.06" for 2-year event Inflow 0.05 cfs @ 12.12 hrs, Volume= 236 cf Primary 0.05 cfs @ 12.12 hrs, Volume= 236 cf, Atten= 0%, Lag= 0.0 min Primary outflow Inflow, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs, Summary for Link C: Analysis Point Inflow Area 419,570 sf, Inflow Depth = 0.37" for 2-year event Inflow 1.60 cfs @ 12.57 hrs, Volume= 12,961 cf Primary 1.60 cfs @ 12.57 hrs, Volume= 12,961 cf, Atten= 0%, Lag= 0.0 min Primary outflow Inflow, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs, (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I O-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 60 Time span=4.00-72.00 hrs, dt=0.02 hrs, 3401 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment3S: Commercial East South Runoff Area=1 1 000 sf Runoff Depth=3.48" Tc=6.0 min CN=88 Runoff=1.01 cfs 3,189 cf Subcatchment4S: Commercial East South Runoff Area=1 532 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=O.16 cfs 574 cf Subcatchment22: Building D Runoff Area=15,050 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=1.62 cfs 5,636 cf Subcatchment23: Garage roofs Runoff Area=2,380 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=0.26 ds 891 cf Subcatchment 100: Site Improvements Runoff Area=36,700 sf Runoff Depth=1.12" Flow Length=330' Tc=l 0.7 min CN=59 Runoff=0.81 ds 3,433 cf Subcatchment 105: Leasing Center Runoff Area=4,000 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=0.43 cfs 1,498 cf Subcatchment 110: Site Entrance and Leasing Center Runoff Area=9,500 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=1.02 cfs 3,558 cf Subcatchment 111: Site Entrance Runoff Area=14,000 sf Runoff Depth=2.72" Tc=6.0 min CN=80 Runoff=1.02 cfs 3,172 cf Subcatchment 115: Commercial#1 parking(CB5) Runoff Area=12,183 sf Runoff Depth=3.18" Tc=6.0 min CN=85 Runoff=1.03 cfs 3,232 cf Subcatchment116: Commercial#1 Runoff Area=4,600 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=0.49 cfs 1,723 cf Subcatchment117: Commercial#1 parking Runoff Area=9,808 sf Runoff Depth=2.90" Tc=6.0 min CN=82 Runoff=0.76 cfs 2,371 cf Subcatchment200: Buildind D -Site Improvements Runoff Area=6,368 sf Runoff Depth=1.25" Tc=6.0 min CN=61 Runoff=O.19 cfs 664 cf Subcatchment2l 0: Building D Parking Runoff Area=1 1,200 sf Runoff Depth=2.99" Tc=6.0 min CN=83 Runoff=0.90 cfs 2,794 cf Subcatchment2l 1: Building D Parking Runoff Area=10,000 sf Runoff Depth=3.38" Tc=6.0 min CN=87 Runoff=0.89 cfs 2,816 cf Subcatchment300: Residential Site Runoff Area=39,853 sf Runoff Depth=1.06" Flow Length=200' Tc=8.5 min CN=58 Runoff=0.87 ds 3,522 cf Subcatchment305: Building E Runoff Area=15,725 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=1.69 cfs 5,889 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I O-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 61 Subcatchment309: Front Buildings-E Runoff Area=1 500 sf Runoff Depth=1.25" Tc=6.0 min CN=61 Runoff=0.05 ds 156 cf Subcatchment310: Building E Parking Runoff Area=1 2,650 sf Runoff Depth>4.21" Tc=6.0 min CN=95 Runoff=1.32 ds 4,435 cf Subcatchment311: Building E Parking Runoff Area=12,500 sf Runoff Depth>4.21" Tc=6.0 min CN=95 Runoff=1.31 ds 4,382 cf Subcatchment312: Garage roofs Runoff Area=2,200 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=0.24 cfs 824 cf Subcatchment315:Access, Buildings C-E Parking Runoff Area=10,000 sf Runoff Depth=2.99" Tc=6.0 min CN=83 Runoff=0.80 ds 2,495 cf Subcatchment316: Garage roofs Runoff Area=2,100 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=0.23 ds 786 cf Subcatchment317:Access, Buildings C-E Parking Runoff Area=9,800 sf Runoff Depth=3.09" Tc=6.0 min CN=84 Runoff=0.81 ds 2,522 cf Subcatchment320:Access, Buildings D-E Parking Runoff Area=15,588 sf Runoff Depth=3.18" Tc=6.0 min CN=85 Runoff=1.32 ds 4,136 cf Subcatchment321: Garage roofs Runoff Area=1,920 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=0.21 ds 719 cf Subcatchment322:Access, Buildings D-E Parking Runoff Area=1 1,500 sf Runoff Depth=3.18" Tc=6.0 min CN=85 Runoff=0.98 ds 3,051 cf Subcatchment323:Access, Buildings D-E Parking Runoff Area=1 T1 00 sf Runoff Depth=3.28" Tc=6.0 min CN=86 Runoff=1.49 ds 4,675 cf Subcatchment330: Building B-C Parking North Runoff Area=1 7,315 sf Runoff Depth>4.31" Tc=6.0 min CN=96 Runoff=1.83 ds 6,216 cf Subcatchment331: Building B C Parking South Runoff Area=6,287 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=0.68 ds 2,354 cf Subcatchment332: Building B-C Parking North Runoff Area=1 1,500 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=1.24 ds 4,306 cf Subcatchment340:Access rd, B Parking Runoff Area=1 1,300 sf Runoff Depth=2.81" Tc=6.0 min CN=81 Runoff=0.85 ds 2,645 cf Subcatchment341: Building B Parking Runoff Area=1 1,195 sf Runoff Depth=2.72" Tc=6.0 min CN=80 Runoff=0.82 ds 2,537 cf Subcatchment345: Building B Runoff Area=19,550 sf Runoff Depth=3.58" Tc=6.0 min CN=89 Runoff=1.83 ds 5,834 cf Subcatchment350: Site Access- Recycle Ctr Runoff Area=1 1,650 sf Runoff Depth=1.97" Tc=6.0 min CN=71 Runoff=0.60 ds 1,909 Cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I O-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 62 Subcatchment351: Commercial North Side Runoff Area=8,800 sf Runoff Depth=3.38" Tc=6.0 min CN=87 Runoff=0.79 cfs 2,478 cf Subcatchment352: Entrance Runoff Area=7,000 sf Runoff Depth>4.00" Tc=6.0 min CN=93 Runoff=0.71 cfs 2,333 cf Subcatchment353: Site Access- Recycle Ctr Runoff Area=3,900 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=0.42 cfs 1,460 cf Subcatchment355: Building C Runoff Area=16,350 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=1.76 cfs 6,123 cf Subcatchment360: Commercial#2  Runoff Area=9,930 sf Runoff Depth>3.79" Tc=6.0 min CN=91 Runoff=0.97 cfs 3,135 cf Subcatchment 361: Commercial#2  Runoff Area=13,880 sf Runoff Depth=2.90" Tc=6.0 min CN=82 Runoff=1.08 cfs 3,355 cf Subcatchment362: Site Access- Roundabout Runoff Area=5,500 sf Runoff Depth=2.81" Tc=6.0 min CN=81 Runoff=0.42 cfs 1,288 cf Subcatchment363: Commercial#2  Runoff Area=1 600 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=O.17 cfs 599 cf Subcatchment364: Site Acess-Commercial 1 Runoff Area=1 1,300 sf Runoff Depth=3.28" Tc=6.0 min CN=86 Runoff=0.98 cfs 3,089 cf Subcatchment365: Commercial#2 Runoff Area=5,200 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=0.56 cfs 1,947 cf Subcatchment366: Site Access- Roundabout Runoff Area=5,100 sf Runoff Depth=2.72" Tc=6.0 min CN=80 Runoff=0.37 cfs 1,156 cf Subcatchment 370: Commercial Access- Parking Runoff Area=10,640 sf Runoff Depth>4.21" Tc=6.0 min CN=95 Runoff=1.11 cfs 3,730 cf Subcatchment 371: Commercial Access- Parking Runoff Area=9,800 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=1.05 cfs 3,670 cf Subcatchment372: Commercial Access- Parking Runoff Area=7,771 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=0.84 cfs 2,910 Cf Subcatchment 373: Commercial Access- Parking Runoff Area=3,490 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=0.38 cfs 1,307 cf Subcatchment380: Commercial East South Runoff Area=13,834 sf Runoff Depth=3.18" Tc=6.O min CN=85 Runoff=1.17cfs 3,670cf Subcatchment381: Commercial East Middle Runoff Area=12,370 sf Runoff Depth=3.28" Tc=6.0 min CN=86 Runoff=1.08 cfs 3,382 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I O-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 63 Subcatchment382: Comercial East North Runoff Area=10,021 sf Runoff Depth=3.68" Tc=6.0 min CN=90 Runoff=0.96 cfs 3,076 cf Subcatchment383: Commercial East Middle Runoff Area=13,950 sf Runoff Depth=3.58" Tc=6.0 min CN=89 Runoff=1.31 cfs 4,163 cf Subcatchment400: Commercial#3 Runoff Area=10,800 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=1.16 cfs 4,044 cf Subcatchment410: Commercial#4 Runoff Area=14,400 sf Runoff Depth>4.49" Tc=6.0 min CN=98 Runoff=1.55 cfs 5,392 cf Pond 1.1P: 1.1 Peak Elev=137.26' Storage=5,976 cf Inflow=3.67 cfs 12,137 cf Discarded=0.06 cfs 8,525 cf Primary=0.64 cfs 3,613 cf Outflow=0.70 cfs 12,138 cf Pond UP: 1.3 Peak Elev=143.22' Storage=4,646 cf Inflow=4.32 cfs 14,113 cf Discarded=0.10cfs 7,317cf Primary=1.58cfs 6,796cf Outflow=1.68cfs 14,113cf Pond 1AP: 1.4 Peak Elev=1 39.62' Storage=4,604 cf Inflow=2.86 cfs 9,641 cf Discarded=0.05 cfs 5,660 cf Primary=0.39 cfs 3,982 cf Outflow=0.44 cfs 9,641 cf Pond 1 P: 1.2 Peak Elev=138.18' Storage=18,592 cf Inflow=15.22 cfs 48,328 cf Discarded=0.21 cfs 20,846 cf Primary=4.80 cfs 27,483 cf Outflow=5.01 cfs 48,329 cf Pond 2.1 P: 2.1 Peak Elev=144.56' Storage=3,907 cf Inflow=2.71 cfs 9,290 cf Discarded=0.05 cfs 5,838 cf Primary=0.95 cfs 3,453 cf Outflow=1.00 cfs 9,291 cf Pond 2.2P: 2.2 Peak Elev=146-33' Storage=21,215 cf Inflow=10.23 cfs 34,842 cf Discarded=0.28 cfs 32,240 cf Primary=0.21 cfs 2,607 cf Outflow=0.49 cfs 34,846 cf Pond 2.3P: 2.3 Peak Elev=148.50' Storage=5,073 cf Inflow=2.74 cfs 8,967 cf Discarded=0.05 cfs 7,775 cf Primary=O.11 cfs 1,192 cf Outflow=O.16 cfs 8,967 cf Pond 2AP: 2.4 Peak Elev=155.19' Storage=2,473 cf Inflow=1.55 cfs 5,392 cf Discarded=0.05 cfs 4,680 cf Primary=O.10 cfs 713 cf Outflow=O.15 cfs 5,393 cf Pond 2.5P: 2.5 Peak Elev=148.07' Storage=1 051 cf Inflow=0.93 cfs 3,220 cf Discarded=0.02 cfs 1,730 cf Primary=0.54 cfs 1,491 cf Outflow=0.55 cfs 3,221 cf Pond 2.6P: 2.6 Peak Elev=149.98' Storage=1,286 cf Inflow=1.16 cfs 4,044 cf Discarded=0.03 cfs 2,294 cf Primary=0.69 cfs 1,751 cf Outflow=0.72 cfs 4,044 cf Pond 2.7P: 2.7 Peak Elev=150.98' Storage=3,651 cf Inflow=1.76 cfs 6,123 cf Discarded=0.05 cfs 6,124 cf Primary=0.00 cfs 0 cf Outflow=0.05 cfs 6,124 cf Pond Cl: CB 1 Peak Elev=156.18' Inflow=0.96 cfs 3,076 cf 12.0" Round Culvert n=0.013 L=137.0' S=0.0102 '/' Outflow=0.96 cfs 3,076 cf Pond C10: CB 10 Peak Elev=145.77' Inflow=0.98 cfs 3,089 cf 12.0" Round Culvert n=0.013 L=4.0' S=0.0250 '/' Outflow=0.98 cfs 3,089 cf Pond C1 1: CB1 1 Peak Elev=142.80' Inflow=0.97 cfs 3,135 cf 12.0" Round Culvert n=0.013 L=8.0' S=0.0125 '/' Outflow=0.97 cfs 3,135 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I O-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 64 Pond C12: CB 12 Peak Elev=142.66' Inflow=0.42 cfs 1,288 cf 12.0" Round Culvert n=0.013 L=31.0' S=0.0129 '/' Outflow=0.42 cfs 1,288 cf Pond C13: CB 13 Peak Elev=150.41' Inflow=1.05 cfs 3,670 cf 12.0" Round Culvert n=0.013 L=8.0' S=0.0250 '/' Outflow=1.05cfs 3,670 cf Pond C13A: CB 13A Peak Elev=150.43' Inflow=1.1 1 cfs 3,730 cf 12.0" Round Culvert n=0.013 L=12.0' S=0.0167 '/' Outflow=1.1 1 cfs 3,730 cf Pond C15: CB 15 Peak Elev=157.72' Inflow=0.79 cfs 2,478 cf 12.0" Round Culvert n=0.013 L=44.0' S=0.0273 '/' Outflow=0.79 cfs 2,478 cf Pond C17: CB 16 & 17 Peak Elev=160.59' Inflow=0.71 cfs 2,333 cf 12.0" Round Culvert n=0.013 L=15.0' S=0.0200 '/' Outflow=0.71 cfs 2,333 cf Pond C18: CB 18 Peak Elev=138.36' Inflow=0.90 cfs 2,794 cf 12.0" Round Culvert n=0.01 3 L=69.0' S=0.01 01 T Outflow=0.90 cfs 2,794 cf Pond C19: CB 19 Peak Elev=137.26' Inflow=0.89 cfs 2,816 cf 12.0" Round Culvert n=0.013 L=8.0' S=0.0125 '/' Outflow=0.89 cfs 2,816 cf Pond ClA: CB 1A Peak Elev=153.33' Inflow=1.31 cfs 4,163 cf 12.0" Round Culvert n=0.013 L=5.0' S=0.0200 '/' Outflow=1.31 cfs 4,163 cf Pond C2: DCB 2 Peak Elev=151.46' Inflow=1.08 cfs 3,382 cf 15.0" Round Culvert n=0.013 L=115.0' S=0.0100 '/' Outflow=1.08cfs 3,382 cf Pond C20: CB 20 Peak Elev=140.91' Inflow=0.85 cfs 2,645 cf 12.0" Round Culvert n=0.013 L=4.0' S=0.0250 '/' Outflow=0.85 cfs 2,645 cf Pond C21: CB 21 Peak Elev=141.13' Inflow=0.82 cfs 2,537 cf 12.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=0.82 cfs 2,537 cf Pond C22: CB 22 Peak Elev=148.82' Inflow=0.80 cfs 2,495 cf 12.0" Round Culvert n=0.013 L=121.0' S=0.0314 '/' Outflow=0.80 cfs 2,495 cf Pond C23: CB 23 Peak Elev=153.74' Inflow=0.60 cfs 17909 Cf 12.0" Round Culvert n=0.01 3 L=1 3.0' S=0.0231 T Outflow=0.60 cfs 17909 Cf Pond C24: CB 24 Peak Elev=153.48' Inflow=0.42 cfs 1,460 cf 12.0" Round Culvert n=0.013 L=10.0' S=0.0100 '/' Outflow=0.42 cfs 1,460 cf Pond C25: CB 25 Peak Elev=144.56' Inflow=0.68 cfs 2,354 cf 12.0" Round Culvert n=0.013 L=21.0' S=0.0095 '/' Outflow=0.68 cfs 2,354 cf Pond C26: CB 26 Peak Elev=145.90' Inflow=1.83 cfs 6,216 cf 15.0" Round Culvert n=0.013 L=30.0' S=0.0100 '/' Outflow=1.83 cfs 6,216 cf Pond C27: CB 27 Peak Elev=139.67' Inflow=1.49 cfs 4,675 cf 15.0" Round Culvert n=0.013 L=12.0' S=0.0167 '/' Outflow=1.49 cfs 4,675 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I O-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 65 Pond C28: CB 28 Peak Elev=144.57' Inflow=0.81 cfs 2,522 cf 12.0" Round Culvert n=0.01 3 L=35.0' S=0.01 147' Outflow=0.81 cfs 2,522 cf Pond C2A: CB2A Peak Elev=145.63' Inflow=0.73 cfs 2,546 cf 12.0" Round Culvert n=0.01 3 L=1 19.0' S=0.01 01 T Outflow=0.73 cfs 2,546 cf Pond C3: CB 3 Peak Elev=147.79' Inflow=1.17cfs 3,670 cf 15.0" Round Culvert n=0.013 L=30.0' S=0.0100 '/' Outflow=1.17 cfs 3,670 cf Pond C30: CB 30 Peak Elev=140.22' Inflow=1.32 cfs 4,435 cf 12.0" Round Culvert n=0.013 L=24.0' S=0.0125 '/' Outflow=1.32 cfs 4,435 cf Pond C31: CB 31 Peak Elev=140.25' Inflow=1.31 cfs 4,382 cf 12.0" Round Culvert n=0.01 3 L=1 1.0' S=0.0091 T Outflow=1.31 cfs 4,382 cf Pond C32: CB 32 Peak Elev=143.42' Inflow=0.98 cfs 3,051 cf 12.0" Round Culvert n=0.013 L=22.0' S=0.0068 '/' Outflow=0.98 cfs 3,051 cf Pond C33: CB 33 Peak Elev=139.16' Inflow=1.32 cfs 4,136 cf 15.0" Round Culvert n=0.013 L=4.0' S=0.0250 '/' Outflow=1.32 cfs 4,136 cf Pond C35: CB 35 Peak Elev=146.82' 1 nflow=O.16 cfs 574 cf 12.0" Round Culvert n=0.013 L=39.0' S=0.0103 '/' Outflow=0.16cfs 574cf Pond C37: CB 37 Peak Elev=149.00' Inflow=1.24 cfs 4,306 cf 12.0" Round Culvert n=0.01 3 L=5.0' S=0.0200 '/' Outflow=1.24 cfs 4,306 cf Pond MA: CB 3A Peak Elev=149.59' Inflow=1.01 cfs 3,189 cf 12.0" Round Culvert n=0.01 3 L=1 08.0' S=0.01 11 T Outflow=1.01 cfs 3,189 cf Pond C4: CB 4 Peak Elev=146.91' Inflow=0.76 cfs 2,371 cf 12.0" Round Culvert n=0.013 L=52.0' S=0.0096 '/' Outflow=0.76 cfs 2,371 cf Pond C40: CB 40 Peak Elev=147.85' Inflow=0.84 cfs 27910 Cf 12.0" Round Culvert n=0.013 L=10.0' S=0.0100 '/' Outflow=0.84 cfs 27910 Cf Pond C41: CB 41 Peak Elev=147.73' Inflow=0.38 cfs 1,307 cf 12.0" Round Culvert n=0.013 L=10.0' S=0.0100 '/' Outflow=0.38 cfs 1,307 cf Pond C5: CB 5 Peak Elev=146.61' Inflow=1.03 cfs 3,232 cf 12.0" Round Culvert n=0.013 L=20.0' S=0.0100 '/' Outflow=1.03 cfs 3,232 cf Pond C6: CB 6 Peak Elev=144.35' Inflow=0.37 cfs 1)156 cf 12.0" Round Culvert n=0.013 L=6.0' S=0.0167 '/' Outflow=0.37 cfs 1,156 cf Pond C7: CB 7 Peak Elev=146.40' Inflow=1.02 cfs 3,172 cf 12.0" Round Culvert n=0.013 L=15.0' S=0.0200 '/' Outflow=1.02 cfs 3,172 cf Pond C8: CB 8 Peak Elev=146.25' Inflow=1.02 cfs 3,558 cf 15.0" Round Culvert n=0.01 3 L=45.0' S=0.01 11 T Outflow=1.02 cfs 3,558 cf Pond C9: CB9 Peak Elev=142.97' Inflow=1.08 cfs 3,355 cf 12.0" Round Culvert n=0.013 L=22.0' S=0.0227 '/' Outflow=1.08 cfs 3,355 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I O-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 66 Pond D13: Drain Manhole Peak Elev=1 50.02' Inflow=3.34 cfs 10,621 cf 24.0" Round Culvert n=0.013 L=177.0' S=0.0088 '/' Outflow=3.34 cfs 10,621 cf Pond D14: Drain Manhole Peak Elev=145.64' Inflow=3.33 cfs 10,523 cf 24.0" Round Culvert n=0.013 L=34.0' S=0.0088 '/' Outflow=3.33 cfs 10,523 cf Pond D15: Drain Manhole Peak Elev=144.01' Inflow=4.21 cfs 13,489 cf 24.0" Round Culvert n=0.01 3 L=42.0' S=0.01 197' Outflow=4.21 cfs 13,489 cf Pond D16: Drain Manhole Peak Elev=144.78' Inflow=3.84 cfs 12,333 cf 24.0" Round Culvert n=0.013 L=65.0' S=0.0108 '/' Outflow=3.84 cfs 12,333 cf Pond D18: Drain Manhole 18 Peak Elev=142.72' Inflow=10.33cfs 33,048 cf 30.0" Round Culvert n=0.013 L=39.0' S=0.0103 '/' Outflow=10.33 cfs 33,048 cf Pond D21: Drain manhole Peak Elev=152.41' Inflow=2.52 cfs 8,180 cf 18.0" Round Culvert n=0.013 L=180.0' S=0.0161 T Outflow=2.52 cfs 8,180 cf Pond D22: Drain manhole Peak Elev=155.78' Inflow=1.50 cfs 4,811 cf 15.0" Round Culvert n=0.013 L=168.0' S=0.0214 '/' Outflow=1.50 cfs 4,811 cf Pond D23: DMH23 Peak Elev=137.27' Inflow=0.90 cfs 2,794 cf 12.0" Round Culvert n=0.013 L=4.0' S=0.0250 '/' Outflow=0.90 cfs 2,794 cf Pond D24: Drain Manhole 24 Peak Elev=146.33' Inflow=7.17 cfs 24,702 cf 24.0" Round Culvert x 2.00 n=0.013 L=10.0' S=0.0100 '/' Outflow=7.17cfs 24,702cf Pond D25: Drain Manhole Peak Elev=138.20' Inflow=2.81 cfs 8,811 cf 18.0" Round Culvert n=0.013 L=5.0' S=0.0200 '/' Outflow=2.81 cfs 8,811 cf Pond D27: Drain Manhole Peak Elev=140.71' Inflow=1 1.59 cfs 36,981 cf 30.0" Round Culvert n=0.01 3 L=44.0' S=0.01 147' Outflow=1 1.59 cfs 36,981 cf Pond D30: Drain Manhole Peak Elev=147.31' Inflow=2.18 cfs 6,860 cf 18.0" Round Culvert n=0.013 L=78.0' S=0.0103 '/' Outflow=2.18 cfs 6,860 cf Pond D32: Drain manhole Peak Elev=144.25' Inflow=1.66 cfs 5,173 cf 15.0" Round Culvert n=0.01 3 L=3.0' S=0.0333 '/' Outflow=1.66 cfs 5,173 cf Pond D34: Drain Manhole 34 Peak Elev=142.05' Inflow=10.74cfs 34,335cf 30.0" Round Culvert n=0.01 3 L=90.0' S=0.01 11 T Outflow=1 0.74 cfs 34,335 cf Pond D35: Drain Manhole Peak Elev=147.68' Inflow=1.21 cfs 4,217 cf 18.0" Round Culvert n=0.013 L=103.0' S=0.0078 '/' Outflow=1.21 cfs 4,217 cf Pond D37: Drain Manhole 37 Peak Elev=136.91' Inflow=1.94cfs 13,384cf 15.0" Round Culvert n=0.013 L=4.0' S=0.0500 '/' Outflow=1.94 cfs 13,384 cf Pond D39: Drain Manhole 39 Peak Elev=143.33' Inflow=8.28 cfs 26,558 cf 30.0" Round Culvert n=0.013 L=40.0' S=0.0100 '/' Outflow=8.28cfs 26,558cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I O-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 67 Pond D40: Drain Manhole Peak Elev=147.73' Inflow=5.95 cfs 19,772 cf 30.0" Round Culvert n=0.013 L=36.0' S=0.0083 '/' Outflow=5.95 cfs 19,772 cf Pond D41: Drain Manhole Peak Elev=147.33' Inflow=7.17 cfs 24,702 cf 30.0" Round Culvert n=0.013 L=95.0' S=0.0084 '/' Outflow=7.17 cfs 24,702 cf Pond D5: Drain Manhole Peak Elev=138.22' 1 nflow=12.41 cfs 39,517 cf 30.0" Round Culvert n=0.013 L=32.0' S=0.0094 '/' Outflow=12.41 cfs 39,517 cf Pond D51: Drain manhole Peak Elev=145.51' Inflow=1.83 cfs 6,216 cf 15.0" Round Culvert n=0.01 3 L=5.0' S=0.0200 '/' Outflow=1.83 cfs 6,216 cf Pond D56: Drain manhole Peak Elev=136.45' Inflow=0.95 cfs 4,645 cf 15.0" Round Culvert n=0.013 L=58.0' S=0.0052 '/' Outflow=0.95 cfs 4,645 cf Pond D57: Drain Manhole Peak Elev=142.52' Inflow=1.58 cfs 9,402 cf 15.0" Round Culvert n=0.013 L=47.0' S=0.0106 '/' Outflow=1.58 cfs 9,402 cf Pond D58: Drain manhole Peak Elev=139.85' Inflow=2.63 cfs 8,817 cf 15.0" Round Culvert n=0.013 L=101.0' S=0.0099 '/' Outflow=2.63 cfs 8,817 cf Pond D59: DMH59 Peak Elev=135.20' Inflow=0.64 cfs 3,613 cf 10.0" Round Culvert n=0.013 L=120.0' S=0.0200 '/' Outflow=0.64 cfs 3,613 cf Pond D7: Drain Manhole Peak Elev=146.47' Inflow=2.35 cfs 7,433 cf 18.0" Round Culvert n=0.013 L=14.0' S=0.0143 '/' Outflow=2.35 cfs 7,433 cf Pond D77: Drain manhole Peak Elev=152.04' Inflow=2.52 cfs 8,180 cf 18.0" Round Culvert n=0.013 L=180.0' S=0.0161 T Outflow=2.52 cfs 8,180 cf Pond D8: Drain Manhole Peak Elev=145.57' Inflow=1.80 cfs 5,603 cf 15.0" Round Culvert n=0.01 3 L=45.0' S=0.01 11 T Outflow=1.80 cfs 5,603 cf Pond 13: Yard drain Peak Elev=144.26' Inflow=0.05 cfs 156 cf 8.0" Round Culvert n=0.013 L=13.0' S=0.0077 '/' Outflow=0.05cfs 156cf Link A: Analysis Point Inflow=2.11 cfs 9,569 cf Primary=2.11 cfs 9,569 cf Link B: Analysis Point Inflow=0.70 cfs 4,277 cf Primary=0.70 cfs 4,277 cf Link C: Analysis Point Inflow=7.25 cfs 44,389 cf Primary=7.25 cfs 44,389 cf Total Runoff Area = 585,190sf Runoff Volume = 161,253cf Average Runoff Depth = 3.31" (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 25-year Rainfall=6.00" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 68 Time span=4.00-72.00 hrs, dt=0.02 hrs, 3401 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment3S: Commercial East South Runoff Area=1 1 000 sf Runoff Depth=4.63" Tc=6.0 min CN=88 Runoff=1.32 cfs 4,240 cf Subcatchment4S: Commercial East South Runoff Area=1 532 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=0.21 cfs 722 cf Subcatchment22: Building D Runoff Area=15,050 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=2.03 cfs 7,093 cf Subcatchment23: Garage roofs Runoff Area=2,380 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=0.32 cfs 1,122 cf Subcatchment 100: Site Improvements Runoff Area=36,700 sf Runoff Depth=1.84" Flow Length=330' Tc=10.7 min CN=59 Runoff=1.44 ds 5,623 cf Subcatchment 105: Leasing Center Runoff Area=4,000 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=0.54 cfs 1,885 cf Subcatchment 110: Site Entrance and Leasing Center Runoff Area=9,500 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=1.28 cfs 4,478 cf Subcatchment 111: Site Entrance Runoff Area=14,000 sf Runoff Depth=3.78" Tc=6.0 min CN=80 Runoff=1.42 cfs 4,411 cf Subcatchment 115: Commercial#1 parking(CB5) Runoff Area=12,183 sf Runoff Depth=4.30" Tc=6.0 min CN=85 Runoff=1.38 cfs 4,368 cf Subcatchment116: Commercial#1 Runoff Area=4,600 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=0.62 cfs 2,168 cf Subcatchment117: Commercial#1 parking Runoff Area=9,808 sf Runoff Depth=3.99" Tc=6.0 min CN=82 Runoff=1.04 cfs 3,259 cf Subcatchment200: Buildind D -Site Improvements Runoff Area=6,368 sf Runoff Depth=2.01" Tc=6.0 min CN=61 Runoff=0.33 cfs 1,064 cf Subcatchment2l 0: Building D Parking Runoff Area=1 1,200 sf Runoff Depth=4.09" Tc=6.0 min CN=83 Runoff=1.22 cfs 3,819 cf Subcatchment2l 1: Building D Parking Runoff Area=10,000 sf Runoff Depth=4.52" Tc=6.O min CN=87 Runoff=1.18cfs 3,764cf Subcatchment300: Residential Site Runoff Area=39,853 sf Runoff Depth=1.76" Flow Length=200' Tc=8.5 min CN=58 Runoff=1.59 ds 5,834 cf Subcatchment305: Building E Runoff Area=15,725 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=2.12 cfs 7,412 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 25-year Rainfall=6.00" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 69 Subcatchment309: Front Buildings-E Runoff Area=1 500 sf Runoff Depth=2.01" Tc=6.0 min CN=61 Runoff=0.08 ds 251 cf Subcatchment310: Building E Parking Runoff Area=12,650 sf Runoff Depth>5.38" Tc=6.0 min CN=95 Runoff=1.67 ds 5,672 cf Subcatchment311: Building E Parking Runoff Area=12,500 sf Runoff Depth>5.38" Tc=6.0 min CN=95 Runoff=1.65 ds 5,604 cf Subcatchment312: Garage roofs Runoff Area=2,200 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=0.30 ds 1,037 cf Subcatchment315:Access, Buildings C-E Parking Runoff Area=10,000 sf Runoff Depth=4.09" Tc=6.0 min CN=83 Runoff=1.09 ds 3,409 cf Subcatchment316: Garage roofs Runoff Area=2,100 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=0.28 ds 990 cf Subcatchment317:Access, Buildings C-E Parking Runoff Area=9,800 sf Runoff Depth=4.20" Tc=6.0 min CN=84 Runoff=1.09 ds 3,427 cf Subcatchment320:Access, Buildings D-E Parking Runoff Area=15,588 sf Runoff Depth=4.30" Tc=6.0 min CN=85 Runoff=1.77 ds 5,589 cf Subcatchment321: Garage roofs Runoff Area=1,920 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=0.26 ds 905 cf Subcatchment322:Access, Buildings D-E Parking Runoff Area=1 1,500 sf Runoff Depth=4.30" Tc=6.0 min CN=85 Runoff=1.30 ds 4,123 cf Subcatchment323:Access, Buildings D-E Parking Runoff Area=1 T1 00 sf Runoff Depth=4.41" Tc=6.0 min CN=86 Runoff=1.98 ds 6,283 cf Subcatchment330: Building B-C Parking North Runoff Area=17,315 sf Runoff Depth>5.48" Tc=6.0 min CN=96 Runoff=2.31 ds 7,907 cf Subcatchment331: Building B C Parking South Runoff Area=6,287 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=0.85 ds 2,963 cf Subcatchment332: Building B-C Parking North Runoff Area=1 1,500 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=1.55 ds 5,420 cf Subcatchment340:Access rd, B Parking Runoff Area=1 1,300 sf Runoff Depth=3.88" Tc=6.O min CN=81 Runoff=1.17cfs 3,657cf Subcatchment341: Building B Parking Runoff Area=1 1,195 sf Runoff Depth=3.78" Tc=6.O min CN=80 Runoff=1.13cfs 3,528cf Subcatchment345: Building B Runoff Area=19,550 sf Runoff Depth>4.74" Tc=6.0 min CN=89 Runoff=2.39 ds 7,715 cf Subcatchment350: Site Access- Recycle Ctr Runoff Area=1 1,650 sf Runoff Depth=2.90" Tc=6.0 min CN=71 Runoff=0.90 ds 2,814 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 25-year Rainfall=6.00" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 70 Subcatchment351: Commercial North Side Runoff Area=8,800 sf Runoff Depth=4.52" Tc=6.0 min CN=87 Runoff=1.04 cfs 3,313 cf Subcatchment352: Entrance Runoff Area=7,000 sf Runoff Depth>5.17" Tc=6.0 min CN=93 Runoff=0.91 cfs 3,016 cf Subcatchment353: Site Access- Recycle Ctr Runoff Area=3,900 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=0.53 cfs 1,838 cf Subcatchment355: Building C Runoff Area=16,350 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=2.20 cfs 7,706 cf Subcatchment360: Commercial#2  Runoff Area=9,930 sf Runoff Depth>4.95" Tc=6.0 min CN=91 Runoff=1.25 cfs 4,100 Cf Subcatchment 361: Commercial#2  Runoff Area=13,880 sf Runoff Depth=3.99" Tc=6.0 min CN=82 Runoff=1.47 cfs 4,612 cf Subcatchment362: Site Access- Roundabout Runoff Area=5,500 sf Runoff Depth=3.88" Tc=6.0 min CN=81 Runoff=0.57 cfs 1,780 cf Subcatchment363: Commercial#2  Runoff Area=1 600 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=0.22 cfs 754 cf Subcatchment364: Site Acess-Commercial 1 Runoff Area=1 1,300 sf Runoff Depth=4.41" Tc=6.0 min CN=86 Runoff=1.31 cfs 4,152 cf Subcatchment365: Commercial#2 Runoff Area=5,200 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=0.70 cfs 2,451 cf Subcatchment366: Site Access- Roundabout Runoff Area=5,100 sf Runoff Depth=3.78" Tc=6.0 min CN=80 Runoff=0.52 cfs 1,607 cf Subcatchment 370: Commercial Access- Parking Runoff Area=10,640 sf Runoff Depth>5.38" Tc=6.0 min CN=95 Runoff=1.41 cfs 4,771 cf Subcatchment 371: Commercial Access- Parking Runoff Area=9,800 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=1.32 cfs 4,619 cf Subcatchment372: Commercial Access- Parking Runoff Area=7,771 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=1.05 cfs 3,663 cf Subcatchment 373: Commercial Access- Parking Runoff Area=3,490 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=0.47 cfs 1,645 cf Subcatchment380: Commercial East South Runoff Area=13,834 sf Runoff Depth=4.30" Tc=6.0 min CN=85 Runoff=1.57 cfs 4,960 cf Subcatchment381: Commercial East Middle Runoff Area=1 2,370 sf Runoff Depth=4.41" Tc=6.0 min CN=86 Runoff=1.43 cfs 4,545 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 25-year Rainfall=6.00" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 71 Subcatchment382: Comercial East North Runoff Area=10,021 sf Runoff Depth>4.85" Tc=6.0 min CN=90 Runoff=1.24 cfs 4,046 cf Subcatchment383: Commercial East Middle Runoff Area=13,950 sf Runoff Depth>4.74" Tc=6.0 min CN=89 Runoff=1.70 cfs 5,505 cf Subcatchment400: Commercial#3 Runoff Area=10,800 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=1.46 cfs 5,090 Cf Subcatchment410: Commercial#4 Runoff Area=14,400 sf Runoff Depth>5.66" Tc=6.0 min CN=98 Runoff=1.94 cfs 6,787 cf Pond 1.1P: 1.1 Peak Elev=137.64' Storage=6,827 cf Inflow=4.75 cfs 15,798 cf Discarded=0.06 cfs 8,852 cf Primary=1.60 cfs 6,947 cf Outflow=1.66 cfs 15,798 cf Pond UP: 1.3 Peak Elev=143.50' Storage=5,732 cf Inflow=5.68 cfs 18,622 cf Discarded=O.10 cfs 7,960 cf Primary=2.57 cfs 10,663 cf Outflow=2.67 cfs 18,623 cf Pond 1AP: 1.4 Peak Elev=140.41' Storage=5,950 cf Inflow=3.62 cfs 12,313 cf Discarded=0.05 cfs 5,914 cf Primary=0.54 cfs 6,400 cf Outflow=0.58 cfs 12,314 cf Pond 1 P: 1.2 Peak Elev=1 38.90' Storage=24,070 cf Inflow=20.31 cfs 64,952 cf Discarded=0.21 cfs 21,904 cf Primary=6.93 cfs 43,049 cf Outflow=7.14 cfs 64,953 cf Pond 2.1 P: 2.1 Peak Elev=144.85' Storage=4,41 0 cf I nflow=3.41 cfs 11,775 cf Discarded=0.05 cfs 6,093 cf Primary=1.88 cfs 5,683 cf Outflow=1.92 cfs 11,776 cf Pond 2.2P: 2.2 Peak Elev=146-69' Storage=25,092 cf Inflow=1 3.41 cfs 46,391 cf Discarded=0.28 cfs 33,921 cf Primary=1.08 cfs 12,473 cf Outflow=1.36 cfs 46,393 cf Pond 2.3P: 2.3 Peak Elev=148.85' Storage=5,772 cf Inflow=3.65 cfs 11 971 cf Discarded=0.05 cfs 8,104 cf Primary=0.51 cfs 3,869 cf Outflow=0.57 cfs 11,973 cf Pond 2AP: 2.4 Peak Elev=155.40' Storage=2,912 cf Inflow=1.94 cfs 6,787 cf Discarded=0.05 cfs 4,980 cf Primary=0.36 cfs 1,807 cf Outflow=0.41 cfs 6,787 cf Pond 2.5P: 2.5 Peak Elev=148.29' Storage=1,197cf Inflow=1.16cfs 4,053cf Discarded=0.02 cfs 1,818 cf Primary=0.70 cfs 2,236 cf Outflow=0.71 cfs 4,054 cf Pond 2.6P: 2.6 Peak Elev=150.12' Storage=1,425 cf Inflow=1.46 cfs 5,090 cf Discarded=0.03 cfs 2,435 cf Primary=1.04 cfs 2,655 cf Outflow=1.07 cfs 5,090 cf Pond 2.7P: 2.7 Peak Elev=151.70' Storage=4,962 cf Inflow=2.20 cfs 7,706 cf Discarded=0.05 cfs 7,707 cf Primary=0.00 cfs 0 cf Outflow=0.05 cfs 7,707 cf Pond Cl: CB 1 Peak Elev=156.27' Inflow=1.24 cfs 4,046 cf 12.0" Round Culvert n=0.013 L=137.0' S=0.0102 '/' Outflow=1.24 cfs 4,046 cf Pond C10: CB 10 Peak Elev=145.98' Inflow=1.31 cfs 4,152 cf 12.0" Round Culvert n=0.013 L=4.0' S=0.0250 '/' Outflow=1.31 cfs 4,152 cf Pond C1 1: CB1 1 Peak Elev=143.13' Inflow=1.25 cfs 47100 Cf 12.0" Round Culvert n=0.013 L=8.0' S=0.0125 '/' Outflow=1.25 cfs 47100 Cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 25-year Rainfall=6.00" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 72 Pond C12: CB 12 Peak Elev=142.73' Inflow=0.57 cfs 1,780 cf 12.0" Round Culvert n=0.013 L=31.0' S=0.0129 '/' Outflow=0.57 cfs 1,780 cf Pond C13: CB 13 Peak Elev=150.50' Inflow=1.32 cfs 4,619 cf 12.0" Round Culvert n=0.013 L=8.0' S=0.0250 '/' Outflow=1.32 cfs 4,619 cf Pond C13A: CB 13A Peak Elev=150.53' Inflow=1.41 cfs 4,771 cf 12.0" Round Culvert n=0.013 L=12.0' S=0.0167 '/' Outflow=1.41 cfs 4,771 cf Pond C15: CB 15 Peak Elev=157.80' Inflow=1.04 cfs 3,313 cf 12.0" Round Culvert n=0.013 L=44.0' S=0.0273 '/' Outflow=1.04 cfs 3,313 cf Pond C17: CB 16 & 17 Peak Elev=160.66' Inflow=0.91 cfs 3,016 cf 12.0" Round Culvert n=0.013 L=15.0' S=0.0200 '/' Outflow=0.91 cfs 3,016 cf Pond C18: CB 18 Peak Elev=138.47' Inflow=1.22 cfs 3,819 cf 12.0" Round Culvert n=0.013 L=69.0' S=0.0101 T Outflow=1.22 cfs 3,819 cf Pond C19: CB 19 Peak Elev=137.66' Inflow=1.18 cfs 3,764 cf 12.0" Round Culvert n=0.013 L=8.0' S=0.0125 '/' Outflow=1.18 cfs 3,764 cf Pond ClA: CB 1A Peak Elev=153.46' Inflow=1.70 cfs 5,505 cf 12.0" Round Culvert n=0.013 L=5.0' S=0.0200 '/' Outflow=1.70 cfs 5,505 cf Pond C2: DCB 2 Peak Elev=151.56' Inflow=1.43 cfs 4,545 cf 15.0" Round Culvert n=0.013 L=115.0' S=0.0100 '/' Outflow=1.43cfs 4,545 cf Pond C20: CB 20 Peak Elev=141.18' Inflow=1.17cfs 3,657 cf 12.0" Round Culvert n=0.013 L=4.0' S=0.0250 '/' Outflow=1.17 cfs 3,657 cf Pond C21: CB 21 Peak Elev=141.24' Inflow=1.13 cfs 3,528 cf 12.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=1.13 cfs 3,528 cf Pond C22: CB 22 Peak Elev=148.92' Inflow=1.09 cfs 3,409 cf 12.0" Round Culvert n=0.013 L=121.0' S=0.0314 '/' Outflow=1.09 cfs 3,409 cf Pond C23: CB 23 Peak Elev=153.86' Inflow=0.90 cfs 2,814 cf 12.0" Round Culvert n=0.01 3 L=1 3.0' S=0.0231 T Outflow=0.90 cfs 2,814 cf Pond C24: CB 24 Peak Elev=153.53' Inflow=0.53 cfs 1,838 cf 12.0" Round Culvert n=0.013 L=10.0' S=0.0100 '/' Outflow=0.53 cfs 1,838 cf Pond C25: CB 25 Peak Elev=144.88' Inflow=0.85 cfs 2,963 cf 12.0" Round Culvert n=0.013 L=21.0' S=0.0095 '/' Outflow=0.85 cfs 2,963 cf Pond C26: CB 26 Peak Elev=146.04' Inflow=2.31 cfs 7,907 cf 15.0" Round Culvert n=0.013 L=30.0' S=0.0100 '/' Outflow=2.31 cfs 7,907 cf Pond C27: CB 27 Peak Elev=139.80' Inflow=1.98 cfs 6,283 cf 15.0" Round Culvert n=0.013 L=12.0' S=0.0167 '/' Outflow=1.98 cfs 6,283 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 25-year Rainfall=6.00" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 73 Pond C28: CB 28 Peak Elev=144.71' Inflow=1.09 cfs 3,427 cf 12.0" Round Culvert n=0.013 L=35.0' S=0.01 147' Outflow=1.09 cfs 3,427 cf Pond C2A: CB2A Peak Elev=145.69' Inflow=0.92 cfs 3,205 cf 12.0" Round Culvert n=0.01 3 L=1 19.0' S=0.01 01 T Outflow=0.92 cfs 3,205 cf Pond C3: CB 3 Peak Elev=147.89' Inflow=1.57 cfs 4,960 cf 15.0" Round Culvert n=0.013 L=30.0' S=0.0100 '/' Outflow=1.57 cfs 4,960 cf Pond C30: CB 30 Peak Elev=140.44' Inflow=1.67 cfs 5,672 cf 12.0" Round Culvert n=0.013 L=24.0' S=0.0125 '/' Outflow=1.67 cfs 5,672 cf Pond C31: CB 31 Peak Elev=140.44' Inflow=1.65 cfs 5,604 cf 12.0" Round Culvert n=0.01 3 L=1 1.0' S=0.0091 T Outflow=1.65 cfs 5,604 cf Pond C32: CB 32 Peak Elev=143.60' Inflow=1.30 cfs 4,123 cf 12.0" Round Culvert n=0.013 L=22.0' S=0.0068 '/' Outflow=1.30 cfs 4,123 cf Pond C33: CB 33 Peak Elev=139.29' Inflow=1.77 cfs 5,589 cf 15.0" Round Culvert n=0.013 L=4.0' S=0.0250 '/' Outflow=1.77 cfs 5,589 cf Pond C35: CB 35 Peak Elev=146.87' Inflow=0.21 cfs 722 cf 12.0" Round Culvert n=0.013 L=39.0' S=0.0103 '/' Outflow=0.21 cfs 722 cf Pond C37: CB 37 Peak Elev=149.1 1' Inflow=1.55 cfs 5,420 cf 12.0" Round Culvert n=0.01 3 L=5.0' S=0.0200 '/' Outflow=1.55 cfs 5,420 cf Pond MA: CB 3A Peak Elev=149.70' Inflow=1.32 cfs 4,240 cf 12.0" Round Culvert n=0.01 3 L=1 08.0' S=0.01 11 T Outflow=1.32 cfs 4,240 cf Pond C4: CB 4 Peak Elev=147.01' Inflow=1.04 cfs 3,259 cf 12.0" Round Culvert n=0.013 L=52.0' S=0.0096 '/' Outflow=1.04 cfs 3,259 cf Pond C40: CB 40 Peak Elev=147.99' Inflow=1.05 cfs 3,663 cf 12.0" Round Culvert n=0.013 L=10.0' S=0.0100 '/' Outflow=1.05cfs 3,663 cf Pond C41: CB 41 Peak Elev=147.87' Inflow=0.47 cfs 1,645 cf 12.0" Round Culvert n=0.013 L=10.0' S=0.0100 '/' Outflow=0.47 cfs 1,645 cf Pond C5: CB 5 Peak Elev=146.73' Inflow=1.38 cfs 4,368 cf 12.0" Round Culvert n=0.013 L=20.0' S=0.0100 '/' Outflow=1.38 cfs 4,368 cf Pond C6: CB 6 Peak Elev=144.43' Inflow=0.52 cfs 1,607 cf 12.0" Round Culvert n=0.013 L=6.0' S=0.0167 '/' Outflow=0.52 cfs 1,607 cf Pond C7: CB 7 Peak Elev=146.53' Inflow=1.42 cfs 47411 cf 12.0" Round Culvert n=0.013 L=15.0' S=0.0200 '/' Outflow=1.42 cfs 47411 cf Pond C8: CB 8 Peak Elev=146.32' Inflow=1.28 cfs 4,478 cf 15.0" Round Culvert n=0.01 3 L=45.0' S=0.01 11 T Outflow=1.28 cfs 4,478 cf Pond C9: CB9 Peak Elev=143.22' Inflow=1.47 cfs 4,612 cf 12.0" Round Culvert n=0.013 L=22.0' S=0.0227 '/' Outflow=1.47 cfs 4,612 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 25-year Rainfall=6.00" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 74 Pond D13: Drain Manhole Peak Elev=150.14' Inflow=4.38 cfs 14,096 cf 24.0" Round Culvert n=0.013 L=177.0' S=0.0088 '/' Outflow=4.38 cfs 14,096 cf Pond D14: Drain Manhole Peak Elev=145.79' Inflow=4.40 cfs 14,075 cf 24.0" Round Culvert n=0.013 L=34.0' S=0.0088 '/' Outflow=4.40 cfs 14,075 cf Pond D15: Drain Manhole Peak Elev=144.25' Inflow=5.64 cfs 18,123 cf 24.0" Round Culvert n=0.01 3 L=42.0' S=0.01 197' Outflow=5.64 cfs 18,123 cf Pond D16: Drain Manhole Peak Elev=144.97' Inflow=5.12 cfs 16,516 cf 24.0" Round Culvert n=0.013 L=65.0' S=0.0108 '/' Outflow=5.12 cfs 16,516 cf Pond D18: Drain Manhole 18 Peak Elev=143.03' Inflow=13.68cfs 44,115 cf 30.0" Round Culvert n=0.013 L=39.0' S=0.0103 '/' Outflow=13.68 cfs 44,115 cf Pond D21: Drain manhole Peak Elev=152.63' 1 nflow=3.37 cfs 10,981 cf 18.0" Round Culvert n=0.01 3 L=1 80.0' S=0.01 61 T Outflow=3.37 cfs 10,981 cf Pond D22: Drain manhole Peak Elev=155.89' Inflow=1.94 cfs 6,329 cf 15.0" Round Culvert n=0.013 L=168.0' S=0.0214 '/' Outflow=1.94cfs 6,329cf Pond D23: DMH23 Peak Elev=137.66' Inflow=1.22 cfs 3,819 cf 12.0" Round Culvert n=0.013 L=4.0' S=0.0250 '/' Outflow=1.22 cfs 3,819 cf Pond D24: Drain Manhole 24 Peak Elev=146.69' Inflow=9.48 cfs 33,256 cf 24.0" Round Culvert x 2.00 n=0.013 L=10.0' S=0.0100 '/' Outflow=9.48cfs 33,256cf Pond D25: Drain Manhole Peak Elev=138.92' Inflow=3.75cfs 11,872cf 18.0" RoundCulvert n=0.013 L=5.0' S=0.0200 '/' Outflow=3.75cfs 11,872cf Pond D27: Drain Manhole Peak Elev=141.00' Inflow=15.43cfs 49,552cf 30.0" Round Culvert n=0.013 L=44.0' S=0.0114 '/' Outflow=15.43cfs 49,552cf Pond D30: Drain Manhole Peak Elev=147.44' Inflow=2.89 cfs 9,200 cf 18.0" Round Culvert n=0.013 L=78.0' S=0.0103 '/' Outflow=2.89 cfs 9,200 cf Pond D32: Drain manhole Peak Elev=144.41' Inflow=2.25 cfs 7,087 cf 15.0" Round Culvert n=0.01 3 L=3.0' S=0.0333 '/' Outflow=2.25 cfs 7,087 cf Pond D34: Drain Manhole 34 Peak Elev=142.32' Inflow=14.25 cfs 45,895 cf 30.0" Round Culvert n=0.01 3 L=90.0' S=0.01 11 T Outflow=1 4.25 cfs 45,895 cf Pond D35: Drain Manhole Peak Elev=147.83' Inflow=1.52 cfs 5,308 cf 18.0" Round Culvert n=0.013 L=103.0' S=0.0078 '/' Outflow=1.52cfs 5,308cf Pond D37: Drain Manhole 37 Peak Elev=1 37.21' Inflow=3.36 cfs 29,536 cf 15.0" Round Culvert n=0.013 L=4.0' S=0.0500 '/' Outflow=3.36 cfs 29,536 cf Pond D39: Drain Manhole 39 Peak Elev=143.63' Inflow=10.96cfs 35,403cf 30.0" Round Culvert n=0.013 L=40.0' S=0.0100 '/' Outflow=10.96cfs 35,403cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 25-year Rainfall=6.00" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 75 Pond D40: Drain Manhole Peak Elev=147.97' Inflow=7.96 cfs 26,141 cf 30.0" Round Culvert n=0.013 L=36.0' S=0.0083 '/' Outflow=7.96 cfs 26,141 cf Pond D41: Drain Manhole Peak Elev=147.54' Inflow=9.48 cfs 33,256 cf 30.0" Round Culvert n=0.013 L=95.0' S=0.0084 '/' Outflow=9.48 cfs 33,256 cf Pond D5: Drain Manhole Peak Elev=138.97' 1 nflow=16.56 cfs 53,079 cf 30.0" Round Culvert n=0.013 L=32.0' S=0.0094 '/' Outflow=16.56 cfs 53,079 cf Pond D51: Drain manhole Peak Elev=145.63' Inflow=2.31 cfs 7,907 cf 15.0" Round Culvert n=0.01 3 L=5.0' S=0.0200 '/' Outflow=2.31 cfs 7,907 cf Pond D56: Drain manhole Peak Elev=136.72' Inflow=1.88 cfs 9,552 cf 15.0" Round Culvert n=0.013 L=58.0' S=0.0052 '/' Outflow=1.88 cfs 9,552 cf Pond D57: Drain Manhole Peak Elev=142.78' Inflow=2.83 cfs 23,136 cf 15.0" Round Culvert n=0.013 L=47.0' S=0.0106 '/' Outflow=2.83cfs 23,136cf Pond D58: Drain manhole Peak Elev=140.43' Inflow=3.32cfs 11,276cf 15.0" RoundCulvert n=0.013 L=101.0' S=0.0099 '/' Outflow=3.32cfs 11,276cf Pond D59: DMH59 Peak Elev=135.71' Inflow=1.60 cfs 6,947 cf 10.0" Round Culvert n=0.013 L=120.0' S=0.0200 '/' Outflow=1.60cfs 6,947cf Pond D7: Drain Manhole Peak Elev=146.61' Inflow=3.10 cfs 9,923 cf 18.0" Round Culvert n=0.013 L=14.0' S=0.0143 '/' Outflow=3.10 cfs 9,923 cf Pond D77: Drain manhole Peak Elev=1 52.20' Inflow=3.37 cfs 10,981 cf 18.0" Round Culvert n=0.013 L=180.0' S=0.0161 T Outflow=3.37 cfs 10,981 cf Pond D8: Drain Manhole Peak Elev=145.70' Inflow=2.42 cfs 7,627 cf 15.0" Round Culvert n=0.01 3 L=45.0' S=0.01 11 T Outflow=2.42 cfs 7,627 cf Pond 13: Yard drain Peak Elev=144.42' Inflow=0.08 cfs 251 cf 8.0" Round Culvert n=0.013 L=13.0' S=0.0077 '/' Outflow=0.08 cfs 251 cf Link A: Analysis Point Inflow=3.98 cfs 17,411 cf Primary=3.98 cfs 17,411 cf Link B: Analysis Point Inflow=1.75 cfs 8,011 Cf Primary=1.75 cfs 8,011 cf Link C: Analysis Point Inflow=1 1.08 cfs 78,419 cf Primary=1 1.08 cfs 78,419 cf Total Runoff Area 585,190 sf Runoff Volume = 213,519 cf Average Runoff Depth = 4.38" (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 76 Time span=4.00-72.00 hrs, dt=0.02 hrs, 3401 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment3S: Commercial East South Runoff Area=1 1 000 sf Runoff Depth>7.15" Tc=6.0 min CN=88 Runoff=2.00 cfs 6,555 cf Subcatchment4S: Commercial East South Runoff Area=1 532 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=0.30 cfs 1,043 cf Subcatchment22: Building D Runoff Area=15,050 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=2.91 cfs 10,242 cf Subcatchment23: Garage roofs Runoff Area=2,380 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=0.46 cfs 1,620 cf Subcatchment 100: Site Improvements Runoff Area=36,700 sf Runoff Depth=3.67" Flow Length=330' Tc=10.7 min CN=59 Runoff=3.05 cfs 11,229 cf Subcatchment 105: Leasing Center Runoff Area=4,000 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=0.77 cfs 2,722 cf Subcatchment 110: Site Entrance and Leasing Center Runoff Area=9,500 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=1.84 cfs 6,465 cf Subcatchment 111: Site Entrance Runoff Area=14,000 sf Runoff Depth=6.19" Tc=6.0 min CN=80 Runoff=2.28 cfs 7,221 cf Subcatchment 115: Commercial#1 parking(CB5) Runoff Area=12,183 sf Runoff Depth>6.79" Tc=6.0 min CN=85 Runoff=2.13 cfs 6,897 cf Subcatchment116: Commercial#1 Runoff Area=4,600 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=0.89 cfs 3,130 cf Subcatchment117: Commercial#1 parking Runoff Area=9,808 sf Runoff Depth=6.43" Tc=6.0 min CN=82 Runoff=1.65 cfs 5,256 cf Subcatchment200: Buildind D -Site Improvements Runoff Area=6,368 sf Runoff Depth=3.91" Tc=6.0 min CN=61 Runoff=0.66 cfs 2,074 cf Subcatchment2l 0: Building D Parking Runoff Area=1 1,200 sf Runoff Depth=6.55" Tc=6.0 min CN=83 Runoff=1.91 cfs 6,115 cf Subcatchment2l 1: Building D Parking Runoff Area=10,000 sf Runoff Depth>7.03" Tc=6.0 min CN=87 Runoff=1.79 cfs 5,860 cf Subcatchment300: Residential Site Runoff Area=39,853 sf Runoff Depth=3.55" Flow Length=200' Tc=8.5 min CN=58 Runoff=3.43 cfs 11,802 cf Subcatchment305: Building E Runoff Area=15,725 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=3.04 ds 10,702 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 77 Subcatchment309: Front Buildings-E Runoff Area=1 500 sf Runoff Depth=3.91" Tc=6.0 min CN=61 Runoff=O.16 ds 489 cf Subcatchment310: Building E Parking Runoff Area=12,650 sf Runoff Depth>7.92" Tc=6.0 min CN=95 Runoff=2.42 ds 8,346 cf Subcatchment311: Building E Parking Runoff Area=12,500 sf Runoff Depth>7.92" Tc=6.0 min CN=95 Runoff=2.39 ds 8,247 cf Subcatchment312: Garage roofs Runoff Area=2,200 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=0.43 ds 1,497 cf Subcatchment315:Access, Buildings C-E Parking Runoff Area=10,000 sf Runoff Depth=6.55" Tc=6.0 min CN=83 Runoff=1.71 ds 5,460 cf Subcatchment316: Garage roofs Runoff Area=2,100 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=0.41 ds 1,429 cf Subcatchment317:Access, Buildings C-E Parking Runoff Area=9,800 sf Runoff Depth=6.67" Tc=6.0 min CN=84 Runoff=1.70 ds 5,449 cf Subcatchment320:Access, Buildings D-E Parking Runoff Area=15,588 sf Runoff Depth>6.79" Tc=6.0 min CN=85 Runoff=2.73 ds 8,825 cf Subcatchment321: Garage roofs Runoff Area=1,920 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=0.37 ds 1,307 cf Subcatchment322:Access, Buildings D-E Parking Runoff Area=1 1,500 sf Runoff Depth>6.79" Tc=6.0 min CN=85 Runoff=2.01 ds 6,510 cf Subcatchment323:Access, Buildings D-E Parking Runoff Area=1 T1 00 sf Runoff Depth>6.91" Tc=6.0 min CN=86 Runoff=3.03 ds 9,852 cf Subcatchment330: Building B-C Parking North Runoff Area=1 7,315 sf Runoff Depth>8.01" Tc=6.0 min CN=96 Runoff=3.33 cfs 11,558 cf Subcatchment331: Building B C Parking South Runoff Area=6,287 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=1.22 ds 4,279 cf Subcatchment332: Building B-C Parking North Runoff Area=1 1,500 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=2.23 ds 7,826 cf Subcatchment340:Access rd, B Parking Runoff Area=1 1,300 sf Runoff Depth=6.31" Tc=6.0 min CN=81 Runoff=1.87 ds 5,942 cf Subcatchment341: Building B Parking Runoff Area=1 1,195 sf Runoff Depth=6.19" Tc=6.0 min CN=80 Runoff=1.83 ds 5,774 cf Subcatchment345: Building B Runoff Area=19,550 sf Runoff Depth>7.27" Tc=6.0 min CN=89 Runoff=3.58 ds 11 839 cf Subcatchment350: Site Access- Recycle Ctr Runoff Area=1 1,650 sf Runoff Depth=5.1 0" Tc=6.0 min CN=71 Runoff=1.60 ds 4,955 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 78 Subcatchment351: Commercial North Side Runoff Area=8,800 sf Runoff Depth>7.03" Tc=6.0 min CN=87 Runoff=1.58 cfs 5,157 cf Subcatchment352: Entrance Runoff Area=7,000 sf Runoff Depth>7.71" Tc=6.0 min CN=93 Runoff=1.33 cfs 4,499 cf Subcatchment353: Site Access- Recycle Ctr Runoff Area=3,900 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=0.76 cfs 2,654 cf Subcatchment355: Building C Runoff Area=16,350 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=3.17 cfs 11 127 cf Subcatchment360: Commercial#2  Runoff Area=9,930 sf Runoff Depth>7.49" Tc=6.0 min CN=91 Runoff=1.85 cfs 6,202 cf Subcatchment 361: Commercial#2  Runoff Area=13,880 sf Runoff Depth=6.43" Tc=6.0 min CN=82 Runoff=2.33 cfs 7,439 cf Subcatchment362: Site Access- Roundabout Runoff Area=5,500 sf Runoff Depth=6.31" Tc=6.0 min CN=81 Runoff=0.91 cfs 2,892 cf Subcatchment363: Commercial#2  Runoff Area=1 600 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=0.31 cfs 1,089 cf Subcatchment364: Site Acess-Commercial 1 Runoff Area=1 1,300 sf Runoff Depth>6.91" Tc=6.0 min CN=86 Runoff=2.00 cfs 6,510 cf Subcatchment365: Commercial#2 Runoff Area=5,200 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=1.01 cfs 3,539 cf Subcatchment366: Site Access- Roundabout Runoff Area=5,100 sf Runoff Depth=6.19" Tc=6.0 min CN=80 Runoff=0.83 cfs 2,631 cf Subcatchment 370: Commercial Access- Parking Runoff Area=10,640 sf Runoff Depth>7.92" Tc=6.0 min CN=95 Runoff=2.04 cfs 7,020 cf Subcatchment 371: Commercial Access- Parking Runoff Area=9,800 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=1.90 cfs 6,669 cf Subcatchment372: Commercial Access- Parking Runoff Area=7,771 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=1.50 cfs 5,288 cf Subcatchment 373: Commercial Access- Parking Runoff Area=3,490 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=0.68 cfs 2,375 cf Subcatchment380: Commercial East South Runoff Area=13,834 sf Runoff Depth>6.79" Tc=6.0 min CN=85 Runoff=2.42 cfs 7,832 cf Subcatchment381: Commercial East Middle Runoff Area=1 2,370 sf Runoff Depth>6.91" Tc=6.0 min CN=86 Runoff=2.19 cfs 7,127 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 79 Subcatchment382: Comercial East North Runoff Area=10,021 sf Runoff Depth>7.38" Tc=6.0 min CN=90 Runoff=1.85 cfs 6,164 cf Subcatchment383: Commercial East Middle Runoff Area=13,950 sf Runoff Depth>7.27" Tc=6.0 min CN=89 Runoff=2.56 cfs 8,448 cf Subcatchment400: Commercial#3 Runoff Area=10,800 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=2.09 cfs 7,350 cf Subcatchment410: Commercial#4 Runoff Area=14,400 sf Runoff Depth>8.17" Tc=6.0 min CN=98 Runoff=2.79 cfs 9,800 cf Pond 1.1P: 1.1 Peak Elev=1 38.84' Storage=9,080 cf Inflow=7.08 cfs 23,837 cf Discarded=0.06 cfs 9,182 cf Primary=3.35 cfs 14,657 cf Outflow=3.41 cfs 23,838 cf Pond UP: 1.3 Peak Elev=144.20' Storage=8,311 cf Inflow=8.62 cfs 28,610 cf Discarded=O.10 cfs 8,842 cf Primary=3.39 cfs 19,771 cf Outflow=3.49 cfs 28,613 cf Pond 1AP: 1.4 Peak Elev=142.16' Storage=8,895 cf Inflow=5.24 cfs 18,090 cf Discarded=0.05 cfs 6,173 cf Primary=0.77 cfs 11,918 cf Outflow=0.81 cfs 18,091 cf Pond 1 P: 1.2 Peak Elev=140.48' Storage=35,966 cf Inflow=31.33 cfs 101,963 cf Discarded=0.21 cfs 23,363 cf Primary=10.16 cfs 78,601 cf Outflow=10.37 cfs 101,964 cf Pond 2.1 P: 2.1 Peak Elev=145.36' Storage=5,216 cf Inflow=4.92 cfs 17,143 cf Discarded=0.05 cfs 6,310 cf Primary=3.34 cfs 10,834 cf Outflow=3.38 cfS 17,144 cf Pond 2.2P: 2.2 Peak Elev=147-91' Storage=36,191 cf Inflow=20.36 cfs 71,846 cf Discarded=0.28 cfs 36,261 cf Primary=3.1 0 cfs 35,591 cf Outflow=3.38 cfs 71 852 cf Pond 2.3P: 2.3 Peak Elev=150.25' Storage=8,530 cf Inflow=5.66 cfs 19,593 cf Discarded=0.05 cfs 8,489 cf Primary=1.15 cfs 11,105 cf Outflow=1.21 cfs 19,594 cf Pond 2AP: 2.4 Peak Elev=155.91' Storage=3,975 cf Inflow=2.79 cfs 9,800 cf Discarded=0.05 cfs 5,455 cf Primary=0.77 cfs 4,346 cf Outflow=0.82 cfs 9,801 cf Pond 2.5P: 2.5 Peak Elev=148.71' Storage=1 478 cf Inflow=1.67 cfs 5,853 cf Discarded=0.02 cfs 1,890 cf Primary=0.93 cfs 3,962 cf Outflow=0.94 cfs 5,853 cf Pond 2.6P: 2.6 Peak Elev=150.33' Storage=1,633 cf Inflow=2.09 cfs 7,350 cf Discarded=0.03 cfs 2,607 cf Primary=1.58 cfs 4,743 cf Outflow=1.61 cfs 7,350 cf Pond 2.7P: 2.7 Peak Elev=153.00' Storage=7,363 cf Inflow=3.17 cfs 11,127 cf Discarded=0.05 cfs 10,230 cf Primary=0.07 cfs 897 cf Outflow=O.12 cfs 11,127 cf Pond Cl: CB 1 Peak Elev=156.48' Inflow=1.85 cfs 6,164 cf 12.0" Round Culvert n=0.013 L=137.0' S=0.0102 '/' Outflow=1.85cfs 6,164cf Pond C10: CB 10 Peak Elev=146.53' Inflow=2.00 cfs 6,510 cf 12.0" Round Culvert n=0.013 L=4.0' S=0.0250 '/' Outflow=2.00 cfs 6,510 cf Pond C1 1: CB1 1 Peak Elev=143.94' Inflow=1.85 cfs 6,202 cf 12.0" Round Culvert n=0.013 L=8.0' S=0.0125 '/' Outflow=1.85 cfs 6,202 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 80 Pond C12: CB 12 Peak Elev=143.09' Inflow=0.91 cfs 2,892 cf 12.0" Round Culvert n=0.013 L=31.0' S=0.0129 '/' Outflow=0.91 cfs 2,892 cf Pond C13: CB 13 Peak Elev=150.70' Inflow=1.90 cfs 6,669 cf 12.0" Round Culvert n=0.013 L=8.0' S=0.0250 '/' Outflow=1.90 cfs 6,669 cf Pond C13A: CB 13A Peak Elev=150.76' Inflow=2.04 cfs 7,020 cf 12.0" Round Culvert n=0.013 L=12.0' S=0.0167 '/' Outflow=2.04 cfs 7,020 cf Pond C15: CB 15 Peak Elev=157.99' Inflow=1.58 cfs 5,157 cf 12.0" Round Culvert n=0.013 L=44.0' S=0.0273 '/' Outflow=1.58 cfs 5,157 cf Pond C17: CB 16 & 17 Peak Elev=160.80' Inflow=1.33 cfs 4,499 cf 12.0" Round Culvert n=0.013 L=15.0' S=0.0200 '/' Outflow=1.33 cfs 4,499 cf Pond C18: CB 18 Peak Elev=139.02' Inflow=1.91 cfs 6,115 cf 12.0" Round Culvert n=0.013 L=69.0' S=0.0101 T Outflow=1.91 cfs 6,115 cf Pond C19: CB 19 Peak Elev=138.94' Inflow=1.79 cfs 5,860 cf 12.0" Round Culvert n=0.013 L=8.0' S=0.0125 '/' Outflow=1.79 cfs 5,860 cf Pond ClA: CB 1A Peak Elev=153.83' Inflow=2.56 cfs 8,448 cf 12.0" Round Culvert n=0.013 L=5.0' S=0.0200 '/' Outflow=2.56 cfs 8,448 cf Pond C2: DCB 2 Peak Elev=151.75' Inflow=2.19 cfs 7,127 cf 15.0" Round Culvert n=0.013 L=115.0' S=0.0100 '/' Outflow=2.19cfs 7,127 cf Pond C20: CB 20 Peak Elev=142.00' Inflow=1.87 cfs 5,942 cf 12.0" Round Culvert n=0.013 L=4.0' S=0.0250 '/' Outflow=1.87 cfs 5,942 cf Pond C21: CB 21 Peak Elev=141.47' Inflow=1.83 cfs 5,774 cf 12.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=1.83 cfs 5,774 cf Pond C22: CB 22 Peak Elev=149.13' Inflow=1.71 cfs 5,460 cf 12.0" Round Culvert n=0.013 L=121.0' S=0.0314 '/' Outflow=1.71 cfs 5,460 cf Pond C23: CB 23 Peak Elev=154.09' Inflow=1.60 cfs 4,955 cf 12.0" Round Culvert n=0.01 3 L=1 3.0' S=0.0231 T Outflow=1.60 cfs 4,955 cf Pond C24: CB 24 Peak Elev=153.63' Inflow=0.76 cfs 2,654 cf 12.0" Round Culvert n=0.013 L=10.0' S=0.0100 '/' Outflow=0.76 cfs 2,654 cf Pond C25: CB 25 Peak Elev=145.45' Inflow=1.22 cfs 4,279 cf 12.0" Round Culvert n=0.013 L=21.0' S=0.0095 '/' Outflow=1.22 cfs 4,279 cf Pond C26: CB 26 Peak Elev=146.39' Inflow=3.33cfs 11,558cf 15.0" RoundCulvert n=0.013 L=30.0' S=0.0100 '/' Outflow=3.33cfs 11,558cf Pond C27: CB 27 Peak Elev=140.59' Inflow=3.03 cfs 9,852 cf 15.0" Round Culvert n=0.013 L=12.0' S=0.0167 '/' Outflow=3.03 cfs 9,852 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 81 Pond C28: CB 28 Peak Elev=145.05' Inflow=1.70 cfs 5,449 cf 12.0" Round Culvert n=0.013 L=35.0' S=0.01 147' Outflow=1.70 cfs 5,449 cf Pond C2A: CB2A Peak Elev=145.81' Inflow=1.32 cfs 4,628 cf 12.0" Round Culvert n=0.01 3 L=1 19.0' S=0.01 01 T Outflow=1.32 cfs 4,628 cf Pond C3: CB 3 Peak Elev=148.15' Inflow=2.42 cfs 7,832 cf 15.0" Round Culvert n=0.013 L=30.0' S=0.0100 '/' Outflow=2.42 cfs 7,832 cf Pond C30: CB 30 Peak Elev=142.41' Inflow=2.42 cfs 8,346 cf 12.0" Round Culvert n=0.013 L=24.0' S=0.0125 '/' Outflow=2.42 cfs 8,346 cf Pond C31: CB 31 Peak Elev=142.39' Inflow=2.39 cfs 8,247 cf 12.0" Round Culvert n=0.01 3 L=1 1.0' S=0.0091 T Outflow=2.39 cfs 8,247 cf Pond C32: CB 32 Peak Elev=144.30' Inflow=2.01 cfs 6,510 cf 12.0" Round Culvert n=0.013 L=22.0' S=0.0068 '/' Outflow=2.01 cfs 6,510 cf Pond C33: CB 33 Peak Elev=140.58' Inflow=2.73 cfs 8,825 cf 15.0" Round Culvert n=0.013 L=4.0' S=0.0250 '/' Outflow=2.73 cfs 8,825 cf Pond C35: CB 35 Peak Elev=147.01' Inflow=0.30 cfs 1,043 cf 12.0" Round Culvert n=0.013 L=39.0' S=0.0103 '/' Outflow=0.30 cfs 1,043 cf Pond C37: CB 37 Peak Elev=149.36' Inflow=2.23 cfs 7,826 cf 12.0" Round Culvert n=0.013 L=5.0' S=0.0200 '/' Outflow=2.23 cfs 7,826 cf Pond MA: CB 3A Peak Elev=149.94' Inflow=2.00 cfs 6,555 cf 12.0" Round Culvert n=0.01 3 L=1 08.0' S=0.01 11 T Outflow=2.00 cfs 6,555 cf Pond C4: CB 4 Peak Elev=147.21' Inflow=1.65 cfs 5,256 cf 12.0" Round Culvert n=0.013 L=52.0' S=0.0096 '/' Outflow=1.65 cfs 5,256 cf Pond C40: CB 40 Peak Elev=148.43' Inflow=1.50 cfs 5,288 cf 12.0" Round Culvert n=0.013 L=10.0' S=0.0100 '/' Outflow=1.50cfs 5,288 cf Pond C41: CB 41 Peak Elev=148.23' Inflow=0.68 cfs 2,375 cf 12.0" Round Culvert n=0.013 L=10.0' S=0.0100 '/' Outflow=0.68 cfs 2,375 cf Pond C5: CB 5 Peak Elev=147.01' Inflow=2.13 cfs 6,897 cf 12.0" Round Culvert n=0.013 L=20.0' S=0.0100 '/' Outflow=2.13 cfs 6,897 cf Pond C6: CB 6 Peak Elev=144.89' Inflow=0.83 cfs 2,631 cf 12.0" Round Culvert n=0.013 L=6.0' S=0.0167 '/' Outflow=0.83 cfs 2,631 cf Pond C7: CB 7 Peak Elev=146.88' Inflow=2.28 cfs 7,221 cf 12.0" Round Culvert n=0.013 L=15.0' S=0.0200 '/' Outflow=2.28 cfs 7,221 cf Pond C8: CB 8 Peak Elev=146.46' Inflow=1.84 cfs 6,465 cf 15.0" Round Culvert n=0.01 3 L=45.0' S=0.01 11 T Outflow=1.84 cfs 6,465 cf Pond C9: CB9 Peak Elev=144.08' Inflow=2.33 cfs 7,439 cf 12.0" Round Culvert n=0.013 L=22.0' S=0.0227 '/' Outflow=2.33 cfs 7,439 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 82 Pond D13: Drain Manhole Peak Elev=150.38' Inflow=6.60 cfs 21,739 cf 24.0" Round Culvert n=0.013 L=177.0' S=0.0088 '/' Outflow=6.60 cfs 21,739 cf Pond D14: Drain Manhole Peak Elev=146.07' Inflow=6.72 cfs 21,939 cf 24.0" Round Culvert n=0.013 L=34.0' S=0.0088 '/' Outflow=6.72 cfs 21,939 cf Pond D15: Drain Manhole Peak Elev=144.80' Inflow=8.74 cfs 28,470 cf 24.0" Round Culvert n=0.01 3 L=42.0' S=0.01 197' Outflow=8.74 cfs 28,470 cf Pond D16: Drain Manhole Peak Elev=145.42' Inflow=7.91 cfs 25,840 cf 24.0" Round Culvert n=0.013 L=65.0' S=0.0108 '/' Outflow=7.91 cfs 25,840 cf Pond D18: Drain Manhole 18 Peak Elev=143.72' Inflow=20.96 cfs 68,678 cf 30.0" Round Culvert n=0.013 L=39.0' S=0.0103 '/' Outflow=20.96 cfs 68,678 cf Pond D21: Drain manhole Peak Elev=153.27' 1 nflow=5.26 cfs 17,266 cf 18.0" Round Culvert n=0.01 3 L=1 80.0' S=0.01 61 T Outflow=5.26 cfs 17,266 cf Pond D22: Drain manhole Peak Elev=156.12' Inflow=2.90 cfs 9,657 cf 15.0" Round Culvert n=0.013 L=168.0' S=0.0214 '/' Outflow=2.90cfs 9,657cf Pond D23: DMH23 Peak Elev=1 38.95' Inflow=1.91 cfs 6,115 cf 12.0" Round Culvert n=0.01 3 L=4.0' S=0.0250 '/' Outflow=1.91 cfs 6,115 cf Pond D24: Drain Manhole 24 Peak Elev=147.92' Inflow=14.56 cfs 52,181 cf 24.0" Round Culvert x 2.00 n=0.01 3 L=1 0.0' S=0.01 00 T Outflow=1 4.56 cfs 52,181 cf Pond D25: Drain Manhole Peak Elev=140.53' Inflow=5.76 cfs 18,676 cf 18.0" Round Culvert n=0.013 L=5.0' S=0.0200 '/' Outflow=5.76 cfs 18,677 cf Pond D27: Drain Manhole Peak Elev=141.65' Inflow=23.74 cfs 77,512 cf 30.0" Round Culvert n=0.013 L=44.0' S=0.01 147' Outflow=23.74 cfs 77,512 cf Pond D30: Drain Manhole Peak Elev=147.72' Inflow=4.42 cfs 14,386 cf 18.0" Round Culvert n=0.013 L=78.0' S=0.0103 '/' Outflow=4.42 cfs 14,386 cf Pond D32: Drain manhole Peak Elev=144.73' Inflow=3.56 cfs 11 398 cf 15.0" Round Culvert n=0.013 L=3.0' S=0.0333 '/' Outflow=3.56 cfs 11 398 cf Pond D34: Drain Manhole 34 Peak Elev=142.93' Inflow=21.87 cfs 71,570 cf 30.0" Round Culvert n=0.01 3 L=90.0' S=0.01 11 T Outflow=21.87 cfs 71,570 cf Pond D35: Drain Manhole Peak Elev=148.18' Inflow=2.18 cfs 7,664 cf 18.0" Round Culvert n=0.013 L=103.0' S=0.0078 '/' Outflow=2.18cfs 7,664cf Pond D37: Drain Manhole 37 Peak Elev=1 38.07' Inflow=6.60 cfs 67,279 cf 15.0" Round Culvert n=0.013 L=4.0' S=0.0500 '/' Outflow=6.60 cfs 67,279 cf Pond D39: Drain Manhole 39 Peak Elev=144.30' Inflow=16.77cfs 55,037cf 30.0" Round Culvert n=0.013 L=40.0' S=0.0100 '/' Outflow=16.77cfs 55,037cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 83 Pond D40: Drain Manhole Peak Elev=148.44' Inflow=1 1.91 cfs 40,171 cf 30.0" Round Culvert n=0.013 L=36.0' S=0.0083 '/' Outflow=1 1.91 cfs 40,171 cf Pond D41: Drain Manhole Peak Elev=148.03' Inflow=14.56 cfs 52,181 cf 30.0" Round Culvert n=0.013 L=95.0' S=0.0084 '/' Outflow=14.56 cfs 52,181 cf Pond D5: Drain Manhole Peak Elev=140.69' Inflow=25.57 cfs 83,287 cf 30.0" Round Culvert n=0.013 L=32.0' S=0.0094 '/' Outflow=25.57 cfs 83,287 cf Pond D51: Drain manhole Peak Elev=145.88' Inflow=3.33 cfs 11 558 cf 15.0" Round Culvert n=0.013 L=5.0' S=0.0200 '/' Outflow=3.33 cfs 11,558 cf Pond D56: Drain manhole Peak Elev=137.39' Inflow=4.33cfs 21,939 cf 15.0" Round Culvert n=0.013 L=58.0' S=0.0052 '/' Outflow=4.33 cfs 21,939 cf Pond D57: Drain Manhole Peak Elev=143.50' Inflow=5.83 cfs 55,361 cf 15.0" Round Culvert n=0.013 L=47.0' S=0.0106 '/' Outflow=5.83 cfs 55,361 cf Pond D58: Drain manhole Peak Elev=142.19' Inflow=4.82 cfs 16,593 cf 15.0" Round Culvert n=0.013 L=101.0' S=0.0099 '/' Outflow=4.82 cfs 16,593 cf Pond D59: DMH59 Peak Elev=137.72' Inflow=3.35cfs 14,657 cf 10.0" Round Culvert n=0.013 L=120.0' S=0.0200 '/' Outflow=3.35 cfs 14,657 cf Pond D7: Drain Manhole Peak Elev=146.89' Inflow=4.72 cfs 15,429 cf 18.0" Round Culvert n=0.013 L=14.0' S=0.0143 '/' Outflow=4.72 cfs 15,429 cf Pond D77: Drain manhole Peak Elev=152.55' 1 nflow=5.26 cfs 18,163 cf 18.0" Round Culvert n=0.01 3 L=1 80.0' S=0.01 61 T Outflow=5.26 cfs 18,163 cf Pond D8: Drain Manhole Peak Elev=146.05' Inflow=3.78 cfs 12,153 cf 15.0" Round Culvert n=0.01 3 L=45.0' S=0.01 11 T Outflow=3.78 cfs 12,153 cf Pond 13: Yard drain Peak Elev=144.74' 1 nflow=O.16 cfs 489 cf 8.0" Round Culvert n=0.013 L=13.0' S=0.0077 '/' Outflow=0.16cfs 489cf Link A: Analysis Point Inflow=8.27 cfs 37,130 cf Primary=8.27 cfs 37,130 cf Link B: Analysis Point Inflow=3.68 cfs 16,731 cf Primary=3.68 cfs 16,731 cf Link C: Analysis Point lnflow=18.54 cfs 157,682 cf Primary=1 8.54 cfs 157,682 cf Total Runoff Area = 585,190 sf Runoff Volume = 330,329 cf Average Runoff Depth = 6.77" (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I 0-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 84 Summary for Pond 1.1 P: 1.1 Inflow Area 38,630 sf, Inflow Depth > 3.77" for 10-year event Inflow 3.6 7 cfs @ 12.09 hrs, Volume= 12,137 cf Outflow 0.70 cfs @ 12.53 hrs, Volume= 12,138 cf, Atten= 81%, Lag= 26.5 min Discarded 0.06 cfs @ 10.64 hrs, Volume= 8,525 cf Primary 0.64 cfs @ 12.53 hrs, Volume= 3,613 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 137.26' @ 12.53 hrs Surf.Area= 2,635 sf Storage= 5,976 cf Plug-Flow detention time= 566.9 min calculated for 12,134 cf(100% of inflow) Center-of-Mass det. time= 567.1 min ( 17348.5 - 781.3 ) Volume Invert Avail.Storage Storage Description #1 134-50' 521 cf Custom Stage Data (Prismatic)Listed below (Recalc) 1,624 cf Overall - 322 cf Embedded = 1,302 cf x 40.0% Voids #2 135.00' 322 cf ADS-StormTech SC-740 +Cap x 7 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #3 134.50' 4,790 cf Custom Stage Data (Prismatic)Listed below (Recalc) 5,096 cf Overall x 94.0% Voids #4 135-00' 3,591 cf Custom Stage Data (Prismatic)Listed below (Recalc) 3,820 cf Overall x 94.0% Voids 9,224 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 134.50 406 0 0 138.50 406 13624 13624 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 134.50 17274 0 0 138.50 11274 57096 57096 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 135-00 955 0 0 139.00 955 37820 37820 Device Routing Invert Outlet Devices #1 Primary 136.80' 10.0" Round Culvert L= 16.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 136.80' / 136.60' S= 0.0125T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf #2 Discarded 134-50' 1.020 in/hr Exfiltration over Surface area (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I 0-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 85 Discarded OutFlow Max=0.06 cfs @ 10.64 hrs HW=135.00' (Free Discharge) 1�--2=Exfilltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.64 cfs @ 12.53 hrs HW=1 37.26' TW=1 35.20' (Dynamic Tailwater) 't-1=Culvert (Barrel Controls 0.64 cfs @ 3.00 fps) Summary for Pond 1.3P: 1.3 Inflow Area 48,525 sf, Inflow Depth > 3.49" for 10-year event Inflow 4.32 cfs @ 12.09 hrs, Volume= 14,113 cf Outflow 1.68 cfs @ 12.32 hrs, Volume= 14,113 cf, Atten= 61 Lag= 14.2 min Discarded 0.10 cfs @ 20.02 hrs, Volume= 7,317 cf Primary 1.58 cfs @ 12.32 hrs, Volume= 6,796 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 143.22' @ 12.32 hrs Surf.Area= 4,312 sf Storage= 4,646 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 129.0 min ( 918.9 - 790.0 ) Volume Invert Avail.Storage Storage Description #1 142.00' 393 cf Custom Stage Data (Prismatic)Listed below (Recalc) 982 cf Overall x 40.0% Voids #2 142-50' 251 cf ADS-StormTech SC-31 0 +Cap x 17 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3 142.00' 9,346 cf Custom Stage Data (Prismatic)Listed below (Recalc) 9,943 cf Overall x 94.0% Voids 9,990 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 369 0 0 144.66 369 982 982 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 33738 0 0 144.66 33738 93943 93943 Device Routing Invert Outlet Devices #1 Primary 142.50' 12.0" Round Culvert L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 142.50' / 142.15' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Discarded 142.00' 1.020 in/hr Exfiltration over Surface area (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I 0-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 86 Discarded OutFlow Max=0.10 cfs @ 20.02 hrs HW=142.50' (Free Discharge) 1�--2=Exfilltration (Exfiltration Controls 0.10 cfs) Primary OutFlow Max=1.58 cfs @ 12.32 hrs HW=143.22' TW=142.52' (Dynamic Tailwater) 't-1=Culvert (Barrel Controls 1.58 cfs @ 3.67 fps) Summary for Pond 1.4P: 1.4 Inflow Area 27,350 sf, Inflow Depth > 4.23" for 10-year event Inflow 2.86 cfs @ 12.08 hrs, Volume= 9,641 cf Outflow 0.44 cfs @ 12.57 hrs, Volume= 9,641 cf, Atten= 85%, Lag= 29.0 min Discarded 0.05 cfs @ 9.02 hrs, Volume= 5,660 cf Primary 0.39 cfs @ 12.57 hrs, Volume= 3,982 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 139.62' @ 12.57 hrs Surf.Area= 2,011 sf Storage= 4,604 cf Plug-Flow detention time= 355.0 min calculated for 9,638 cf(100% of inflow) Center-of-Mass det. time= 355.2 min ( 1,125.3 - 770.1 ) Volume Invert Avail.Storage Storage Description #1 137.00' 675 cf Custom Stage Data (Prismatic)Listed below (Recalc) 2,009 cf Overall - 322 cf Embedded = 1,688 cf x 40.0% Voids #2 137-50' 322 cf ADS-StormTech SC-740 +Cap x 7 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #3 137.00' 8,187 cf Custom Stage Data (Prismatic)Listed below (Recalc) 8,709 cf Overall x 94.0% Voids 9,183 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 137.00 377 0 0 142.33 377 27009 27009 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 137.00 13634 0 0 142.33 13634 83709 83709 Device Routing Invert Outlet Devices #1 Primary 138.50' 4.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 138.50' / 138.40' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf #2 Discarded 137.00' 1.020 in/hr Exfiltration over Surface area (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I 0-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 87 Discarded OutFlow Max=0.05 cfs @ 9.02 hrs HW=137.05' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.39 cfs @ 12.57 hrs HW=139.62' TW=136.85' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 0.39 cfs @ 4.47 fps) Summary for Pond 1 P: 1.2 Inflow Area 179,550 sf, Inflow Depth > 3.23" for 10-year event Inflow 15.22 cfs @ 12.09 hrs, Volume= 48,328 cf Outflow 5.01 cfs @ 12.39 hrs, Volume= 48,329 cf, Atten= 67%, Lag= 18.3 min Discarded 0.21 cfs @ 10.18 hrs, Volume= 20,846 cf Primary 4.80 cfs @ 12.39 hrs, Volume= 27,483 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 138.18' @ 12.39 hrs Surf.Area= 9,105 sf Storage= 18,592 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 229.8 min ( 17033.3 - 803.6 ) Volume Invert Avail.Storage Storage Description #1 135.66' 1,769 cf Custom Stage Data (Prismatic)Listed below (Recalc) 5,480 cf Overall - 1,057 cf Embedded = 4,423 cf x 40.0% Voids #2 136-16' 1,057 cf ADS-StormTech SC-740 +Cap x 23 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #3 135.66' 15,872 cf Custom Stage Data (Prismatic)Listed below (Recalc) 16,885 cf Overall x 94.0% Voids #4 136.00' 1,262 cf Custom Stage Data (Prismatic)Listed below (Recalc) 3,798 cf Overall - 643 cf Embedded = 3Y 155 cf x 40.0% Voids #5 136.50' 643 cf ADS-StormTech SC-740 +Cap x 14 Inside #4 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #6 136.00' 16,720 cf Custom Stage Data (Prismatic)Listed below (Recalc) 17,787 cf Overall x 94.0% Voids 37,323 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 135.66 1)096 0 0 140.66 11096 51480 51480 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 135.66 3Y377 0 0 140.66 37377 167885 167885 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 136.00 815 0 0 140.66 815 33798 33798 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I 0-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 88 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 136-00 39817 0 0 140-66 31817 175787 17)787 Device Routing Invert Outlet Devices #1 Primary 136.90' 15.0" Round Culvert L= 73.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 136.90' / 135.20' S= 0.0233T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Discarded 135.66' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.21 cfs @ 10.18 hrs HW=136.00' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.21 cfs) Primary OutFlow Max=4.80 cfs @ 12.39 hrs HW=1 38.18' TW=0.00' (Dynamic Tailwater) 't--1=Culvert (Inlet Controls 4.80 cfs @ 3.91 fps) Summary for Pond 2.1 P: 2.1 Inflow Area 25,522 sf, Inflow Depth > 4.37" for 10-year event Inflow 2.71 cfs @ 12.08 hrs, Volume= 9,290 cf Outflow 1.00 cfs @ 12.33 hrs, Volume= 9,291 cf, Atten= 63%, Lag= 14.7 min Discarded 0.05 cfs @ 10.94 hrs, Volume= 5,838 cf Primary 0.95 cfs @ 12.33 hrs, Volume= 3,453 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 144.56' @ 12.33 hrs Surf.Area= 1,961 sf Storage= 3,907 cf Plug-Flow detention time= 384.9 min calculated for 9,288 cf(100% of inflow) Center-of-Mass det. time= 385.1 min ( 1,148.8 - 763.7 ) Volume Invert Avail.Storage Storage Description #1 142.33' 302 cf Custom Stage Data (Prismatic)Listed below (Recalc) 755 cf Overall x 40.0% Voids #2 142.83' 597 cf ADS-StormTech SC-740 +Cap x 13 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #3 142.33' 4,794 cf Custom Stage Data (Prismatic)Listed below (Recalc) 57100 cf Overall x 94.0% Voids 5,693 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.33 226 0 0 145.67 226 755 755 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I 0-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 89 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.33 13527 0 0 145.67 11527 57100 57100 Device Routing Invert Outlet Devices #1 Primary 144.00' 12.0" Round Culvert L= 4.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 144.00' / 143.90' S= 0.02507' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Discarded 142.33' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 10.94 hrs HW=142.83' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.95 cfs @ 12.33 hrs HW=144.56' TW=136.45' (Dynamic Tailwater) 't-1=Culvert (Barrel Controls 0.95 cfs @ 3.06 fps) Summary for Pond 2.2P: 2.2 Inflow Area 124,292 sf, Inflow Depth > 3.36" for 10-year event Inflow 10.23 cfs @ 12.09 hrs, Volume= 34,842 cf Outflow 0.49 cfs @ 14.86 hrs, Volume= 34,846 cf, Atten= 95%, Lag= 166.4 min Discarded 0.28 cfs @ 11.98 hrs, Volume= 32,240 cf Primary 0.21 cfs @ 14.86 hrs, Volume= 2,607 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 146.33' @ 14.86 hrs Surf.Area= 11 886 sf Storage= 21,215 cf Plug-Flow detention time= 659.2 min calculated for 34,836 cf(100% of inflow) Center-of-Mass det. time= 659.4 min ( 13439.5 - 780.1 ) (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I 0-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 90 Volume Invert Avail.Storage Storage Description #1 144.00' 17,622 cf Custom Stage Data (Prismatic)Listed below (Recalc) 18,747 cf Overall x 94.0% Voids #2 145.00' 254 cf Custom Stage Data (Prismatic)Listed below (Recalc) 827 cf Overall - 192 cf Embedded = 636 cf x 40.0% Voids #3 145.50' 192 cf ADS-StormTech SC-31 0 +Cap x 13 Inside #2 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #4 145.00' 8,274 cf Custom Stage Data (Prismatic)Listed below (Recalc) 8,802 cf Overall x 94.0% Voids #5 145.00' 219 cf Custom Stage Data (Prismatic)Listed below (Recalc) 732 cf Overall - 184 cf Embedded = 548 cf x 40.0% Voids #6 145.50' 184 cf ADS-StormTech SC-740 +Cap x 4 Inside #5 Effective Size= 44.6"W x 30-0"H => 6.45 sf x 7-12'L = 45.9 cf Overall Size= 51-0"W x 30.0"H x 7.56'L with 0.44' Overlap #7 145-00' 3,010 cf Custom Stage Data (Prismatic)Listed below (Recalc) 3,202 cf Overall x 94.0% Voids #8 144.00' 483 cf Custom Stage Data (Prismatic)Listed below (Recalc) 1,622 cf Overall - 413 cf Embedded = 1,208 cf x 40.0% Voids #9 144.50' 413 cf ADS-StormTech SC-740 +Cap x 9 Inside #8 Effective Size= 44.6"W x 30-0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #10 144.00' 7,539 cf Custom Stage Data (Prismatic)Listed below (Recalc) 8,020 cf Overall x 94.0% Voids 38,190 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.00 5�122 0 0 147.66 57122 18,747 18,747 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.00 311 0 0 147-66 311 827 827 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.00 37309 0 0 147.66 37309 87802 87802 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.00 200 0 0 148.66 200 732 732 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.00 875 0 0 148-66 875 31202 31202 (IRAINSTORE3) - N Andover (Post)1-12-18 Type 24-hr I 0-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 91 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.00 348 0 0 148.66 348 17622 17622 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.00 13721 0 0 148.66 1 Y721 87020 87020 Device Routing Invert Outlet Devices #1 Primary 146.10' 10.0" Round Culvert L= 28.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 146.10' / 144.50' S= 0.0571 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf #2 Discarded 144-00' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.28 cfs @ 11.98 hrs HW=145.02' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.28 cfs) Primary OutFlow Max=0.21 cfs @ 14.86 hrs HW=146.33' TW=142.18' (Dynamic Tailwater) 1�--1=Culvert (Inlet Controls 0.21 cfs @ 1.64 fps) Summary for Pond 2.3P: 2.3 Inflow Area 49,800 sf, Inflow Depth > 2.16" for 10-year event Inflow 2.74 cfs @ 12.09 hrs, Volume= 8,967 cf Outflow 0.16 cfs @ 14.03 hrs, Volume= 8,967 cf, Atten= 94%, Lag= 116.9 min Discarded 0.05 cfs @ 10.32 hrs, Volume= 7,775 cf Primary 0.11 cfs @ 14.03 hrs, Volume= 1,192 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 148.50' @ 14.03 hrs Surf.Area= 2,276 sf Storage= 5,073 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 732.3 min ( 13527.3 - 795.0 ) Volume Invert Avail.Storage Storage Description #1 146.00' 488 cf Custom Stage Data (Prismatic)Listed below (Recalc) 1,542 cf Overall - 322 cf Embedded = 1,221 cf x 40.0% Voids #2 146.50' 322 cf ADS-StormTech SC-740 +Cap x 7 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #3 146.00' 8,520 cf Custom Stage Data (Prismatic)Listed below (Recalc) 9,064 cf Overall x 94.0% Voids 9,330 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 146.00 331 0 0 150.66 331 13542 13542 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I 0-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 92 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 146.00 11945 0 0 150-66 11945 91064 91064 Device Routing Invert Outlet Devices #1 Primary 148.30' 6.0" Round Culvert L= 60.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 148.30' / 146.40' S= 0.0317T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Discarded 146.00' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 10.32 hrs HW=146.05' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.1 1 cfs @ 14.03 hrs HW=148.50' TW=136.16' (Dynamic Tailwater) 't--1=Culvert (Inlet Controls 0.11 cfs @ 1.50 fps) Summary for Pond 2.4P: 2.4 Inflow Area 14,400 sf, Inflow Depth > 4.49" for 10-year event Inflow 1.55 cfs @ 12.08 hrs, Volume= 5,392 cf Outflow 0.15 cfs @ 12.86 hrs, Volume= 5,393 cf, Atten= 90%, Lag= 46.5 min Discarded 0.05 cfs @ 9.98 hrs, Volume= 4,680 cf Primary 0.10 cfs @ 12.86 hrs, Volume= 713 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 155.19' @ 12.86 hrs Surf.Area= 2,217 sf Storage= 2,473 cf Plug-Flow detention time= 324.9 min calculated for 5,392 cf(100% of inflow) Center-of-Mass det. time= 325.1 min ( 1,082.7 - 757.6 ) Volume Invert Avail.Storage Storage Description #1 154.00' 4,168 cf Custom Stage Data (Prismatic)Listed below (Recalc) 4,434 cf Overall x 94.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 154.00 27217 0 0 156.00 27217 4Y434 4Y434 Device Routing Invert Outlet Devices #1 Primary 155.00' 6.0" Round Culvert L= 162.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 155.00' / 146.50' S= 0.0525T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Discarded 154-00' 1.020 in/hr Exfiltration over Surface area (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I 0-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 93 Discarded OutFlow Max=0.05 cfs @ 9.98 hrs HW=154.02' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.10 cfs @ 12.86 hrs HW=155.19' TW=146.56' (Dynamic Tailwater) 't--1=Culvert (inlet Controls 0.10 cfs @ 1.47 fps) Summary for Pond 2.5P: 2.5 Inflow Area 8,600 sf, Inflow Depth > 4.49" for 10-year event Inflow 0.93 cfs @ 12.08 hrs, Volume= 3,220 cf Outflow 0.55 cfs @ 12.19 hrs, Volume= 3,221 cf, Atten= 40%, Lag= 6.3 min Discarded 0.02 cfs @ 8.22 hrs, Volume= 1,730 cf Primary 0.54 cfs @ 12.19 hrs, Volume= 1,491 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 148.07' @ 12.19 hrs Surf.Area= 711 sf Storage= 1,051 cf Plug-Flow detention time= 219.6 min calculated for 3,220 cf(100% of inflow) Center-of-Mass det. time= 219.8 min ( 977.4 - 757.6 ) Volume Invert Avail.Storage Storage Description #1 146-50' 1,557 cf Custom Stage Data (Prismatic)Listed below (Recalc) 1,657 cf Overall x 94.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 146.50 711 0 0 148.83 711 13657 13657 Device Routing Invert Outlet Devices #1 Primary 147-50' 6.0" Round Culvert L= 45.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 147.50' / 146-00' S= 0.0333T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Discarded 146.50' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 8.22 hrs, HW=146.52' (Free Discharge) 1�--2=Exfilltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.54 cfs @ 12.19 hrs HW=148-07' TW=0.00' (Dynamic Tailwater) 't--1=Culvert (inlet Controls 0.54 cfs @ 2.73 fps) Summary for Pond 2.6P: 2.6 Inflow Area 10,800 sf, Inflow Depth > 4.49" for 10-year event Inflow 1.16 cfs @ 12.08 hrs, Volume= 4,044 cf Outflow 0.72 cfs @ 12.18 hrs, Volume= 4,044 cf, Atten= 38%, Lag= 6.0 min Discarded 0.03 cfs @ 8.98 hrs, Volume= 2,294 cf Primary 0.69 cfs @ 12-18 hrs, Volume= 1,751 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I 0-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 94 Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 149.98' @ 12.18 hrs Surf.Area= 1 066 sf Storage= 1,286 cf Flood Elev= 152.00' Surf.Area= 1,066 sf Storage= 1,673 cf Plug-Flow detention time= 185.8 min calculated for 4,043 cf(100% of inflow) Center-of-Mass det. time= 185.9 min ( 943.5 - 757.6 ) Volume Invert Avail.Storage Storage Description #1 148.70' 1,673 cf Custom Stage Data (Prismatic)Listed below (Recalc) 1,780 cf Overall x 94.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.70 11066 0 0 150-37 11066 1 Y780 1 Y780 Device Routing Invert Outlet Devices #1 Discarded 148.70' 1.020 in/hr Exfiltration over Surface area #2 Primary 149.50' 10.0" Round Culvert L= 16.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 149.50' / 149.30' S= 0.0125T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf Discarded OutFlow Max=0.03 cfs @ 8.98 hrs, HW=148-73' (Free Discharge) 't--1=Exfi11trati1on (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.69 cfs @ 12.18 hrs HW=149.98' TW=147.47' (Dynamic Tailwater) 't--2=Culvert (Barrel Controls 0.69 cfs @ 3.05 fps) Summary for Pond 2.7P: 2.7 Inflow Area 16,350 sf, Inflow Depth > 4.49" for 10-year event Inflow 1.76 cfs @ 12.08 hrs, Volume= 6,123 cf Outflow 0.05 cfs @ 9.94 hrs, Volume= 6,124 cf, Atten= 97%, Lag= 0.0 min Discarded 0.05 cfs @ 9.94 hrs, Volume= 6,124 cf Primary 0.00 cfs @ 4.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 150.98' @ 16.19 hrs Surf.Area= 1,958 sf Storage= 3,651 cf Flood Elev= 155.00' Surf.Area= 1,958 sf Storage= 7,969 cf Plug-Flow detention time= 686.8 min calculated for 6,122 cf(100% of inflow) Center-of-Mass det. time= 687.1 min ( 1,444.7 - 757.6 ) Volume Invert Avail.Storage Storage Description #1 149.00' 7,969 cf Custom Stage Data (Prismatic)Listed below (Recalc) 8,478 cf Overall x 94.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 149.00 1)958 0 0 153.33 13958 83478 83478 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr I 0-year Rainfall=4.80" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 95 Device Routing Invert Outlet Devices #1 Discarded 149.00' 1.020 in/hr Exfiltration over Surface area #2 Primary 152.80' 4.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 152.80' / 152.60' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf Discarded OutFlow Max=0.05 cfs @ 9.94 hrs, HW=149.06' (Free Discharge) 1�--1=!Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 4.00 hrs, HW=149.00' TW=151.23' (Dynamic Tailwater) 1�--2=Culvert ( Controls 0.00 cfs) (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 96 Summary for Pond 1.1 P: 1.1 Inflow Area 38,630 sf, Inflow Depth > 7.40" for 100-year event Inflow 7.08 cfs @ 12.08 hrs, Volume= 23,837 cf Outflow 3.41 cfs @ 12.26 hrs, Volume= 23,838 cf, Atten= 52%, Lag= 10.5 min Discarded 0.06 cfs @ 8.44 hrs, Volume= 9,182 cf Primary 3.35 cfs @ 12.26 hrs, Volume= 14,657 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 138.84' @ 12.26 hrs Surf.Area= 2,635 sf Storage= 9,080 cf Plug-Flow detention time= 334.1 min calculated for 23,831 cf(100% of inflow) Center-of-Mass det. time= 334.5 min ( 17105.6 - 771.1 ) Volume Invert Avail.Storage Storage Description #1 134-50' 521 cf Custom Stage Data (Prismatic)Listed below (Recalc) 1,624 cf Overall - 322 cf Embedded = 1,302 cf x 40.0% Voids #2 135.00' 322 cf ADS-StormTech SC-740 +Cap x 7 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #3 134.50' 4,790 cf Custom Stage Data (Prismatic)Listed below (Recalc) 5,096 cf Overall x 94.0% Voids #4 135-00' 3,591 cf Custom Stage Data (Prismatic)Listed below (Recalc) 3,820 cf Overall x 94.0% Voids 9,224 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 134.50 406 0 0 138.50 406 13624 13624 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 134.50 17274 0 0 138.50 11274 57096 57096 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 135-00 955 0 0 139.00 955 37820 37820 Device Routing Invert Outlet Devices #1 Primary 136.80' 10.0" Round Culvert L= 16.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 136.80' / 136.60' S= 0.0125T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf #2 Discarded 134-50' 1.020 in/hr Exfiltration over Surface area (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 97 Discarded OutFlow Max=0.06 cfs @ 8.44 hrs, HW=135.00' (Free Discharge) 1�--2=Exfilltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=2.78 cfs @ 12.26 hrs HW=1 38.84' TW=1 37.72' (Dynamic Tailwater) 't-1=Culvert (inlet Controls 2.78 cfs @ 5.10 fps) Summary for Pond 1.3P: 1.3 I nflow Area 48,525 sf, Inflow Depth > 7.08" for 100-year event Inflow 8.62 cfs @ 12.08 hrs, Volume= 285610 cf Outflow 3.49 cfs @ 12.15 hrs, Volume= 28,613 cf, Atten= 60%, Lag= 3.7 min Discarded 0.10 cfs @ 10.70 hrs, Volume= 8,842 cf Primary 3.39 cfs @ 12.15 hrs, Volume= 19,771 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 144.20' @ 12.32 hrs Surf.Area= 4,108 sf Storage= 8,311 cf Plug-Flow detention time= 99.8 min calculated for 28,604 cf(100% of inflow) Center-of-Mass det. time= 100.0 min ( 877.6 - 777.7 ) Volume Invert Avail.Storage Storage Description #1 142.00' 393 cf Custom Stage Data (Prismatic)Listed below (Recalc) 982 cf Overall x 40.0% Voids #2 142-50' 251 cf ADS-StormTech SC-31 0 +Cap x 17 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3 142.00' 9,346 cf Custom Stage Data (Prismatic)Listed below (Recalc) 9,943 cf Overall x 94.0% Voids 9,990 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 369 0 0 144.66 369 982 982 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 33738 0 0 144.66 33738 93943 93943 Device Routing Invert Outlet Devices #1 Primary 142.50' 12.0" Round Culvert L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 142.50' / 142.15' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Discarded 142.00' 1.020 in/hr Exfiltration over Surface area (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 98 Discarded OutFlow Max=0.10 cfs @ 10.70 hrs HW=142.50' (Free Discharge) 1�--2=Exfilltration (Exfiltration Controls 0.10 cfs) Primary OutFlow Max=3.31 cfs @ 12.15 hrs HW=144.02' TW=143.25' (Dynamic Tailwater) 't-1=Culvert (inlet Controls 3.31 cfs @ 4.22 fps) Summary for Pond 1.4P: 1.4 I nflow Area 27,350 sf, Inflow Depth > 7.94" for 100-year event Inflow 5.24 cfs @ 12.08 hrs, Volume= 185090 cf Outflow 0.81 cfs @ 12.56 hrs, Volume= 185091 cf, Atten= 84%, Lag= 28.7 min Discarded 0.05 cfs @ 6.54 hrs, Volume= 6,173 cf Primary 0.77 cfs @ 12.56 hrs, Volume= 11,918 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 142.16' @ 12.56 hrs Surf.Area= 2,011 sf Storage= 8,895 cf Plug-Flow detention time= 269.9 min calculated for 18,085 cf(100% of inflow) Center-of-Mass det. time= 270.1 min ( 1,031.0 - 760.9 ) Volume Invert Avail.Storage Storage Description #1 137.00' 675 cf Custom Stage Data (Prismatic)Listed below (Recalc) 2,009 cf Overall - 322 cf Embedded = 1,688 cf x 40.0% Voids #2 137-50' 322 cf ADS-StormTech SC-740 +Cap x 7 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #3 137.00' 8,187 cf Custom Stage Data (Prismatic)Listed below (Recalc) 8,709 cf Overall x 94.0% Voids 9,183 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 137.00 377 0 0 142.33 377 27009 27009 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 137.00 13634 0 0 142.33 13634 83709 83709 Device Routing Invert Outlet Devices #1 Primary 138.50' 4.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 138.50' / 138.40' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf #2 Discarded 137.00' 1.020 in/hr Exfiltration over Surface area (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 99 Discarded OutFlow Max=0.05 cfs @ 6.54 hrs HW=137.05' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.77 cfs @ 12.56 hrs HW=142.16' TW=138.05' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 0.77 cfs @ 8.79 fps) Summary for Pond 1 P: 1.2 I nflow Area 179,550sf, lnflowDepth > 6.81" for 100-yearevent Inflow 31.33 cfs @ 12.08 hrs, Volume= 101 963 cf Outflow 10.37 cfs @ 12.38 hrs, Volume= 101 964 cf, Atten= 67%, Lag= 17.4 min Discarded 0.21 cfs @ 7.90 hrs, Volume= 23,363 cf Primary 10.16 cfs @ 12.38 hrs, Volume= 78,601 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 140.48' @ 12.38 hrs Surf.Area= 9,105 sf Storage= 35,966 cf Plug-Flow detention time= 146.0 min calculated for 101,934 cf(100% of inflow) Center-of-Mass det. time= 146.2 min ( 931.9 - 785.8 ) Volume Invert Avail.Storage Storage Description #1 135.66' 1,769 cf Custom Stage Data (Prismatic)Listed below (Recalc) 5,480 cf Overall - 1,057 cf Embedded = 4,423 cf x 40.0% Voids #2 136-16' 1,057 cf ADS-StormTech SC-740 +Cap x 23 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #3 135.66' 15,872 cf Custom Stage Data (Prismatic)Listed below (Recalc) 16,885 cf Overall x 94.0% Voids #4 136.00' 1,262 cf Custom Stage Data (Prismatic)Listed below (Recalc) 3,798 cf Overall - 643 cf Embedded = 3Y 155 cf x 40.0% Voids #5 136.50' 643 cf ADS-StormTech SC-740 +Cap x 14 Inside #4 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #6 136.00' 16,720 cf Custom Stage Data (Prismatic)Listed below (Recalc) 17,787 cf Overall x 94.0% Voids 37,323 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 135.66 1)096 0 0 140.66 11096 51480 51480 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 135.66 3Y377 0 0 140.66 37377 167885 167885 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 136.00 815 0 0 140.66 815 33798 33798 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 100 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 136-00 39817 0 0 140-66 31817 175787 17)787 Device Routing Invert Outlet Devices #1 Primary 136.90' 15.0" Round Culvert L= 73.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 136.90' / 135.20' S= 0.0233T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Discarded 135.66' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.21 cfs @ 7.90 hrs HW=136.00' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.21 cfs) Primary OutFlow Max=10.16 cfs @ 12.38 hrs HW=140.48' TW=0.00' (Dynamic Tailwater) 't--l=Culvert (Inlet Controls 10.16 cfs @ 8.28 fps) Summary for Pond 2.1 P: 2.1 I nflow Area 25,522 sf, Inflow Depth > 8.06" for 100-year event Inflow 4.92 cfs @ 12.08 hrs, Volume= 17,143 cf Outflow 3.38 cfs @ 12.17 hrs, Volume= 17,144 cf, Atten= 31%, Lag= 5.0 min Discarded 0.05 cfs @ 36.60 hrs, Volume= 6,310 cf Primary 3.34 cfs @ 12.17 hrs, Volume= 10,834 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 145.36' @ 12.17 hrs Surf.Area= 1,754 sf Storage= 5,216 cf Plug-Flow detention time= 251.3 min calculated for 17,139 cf(100% of inflow) Center-of-Mass det. time= 251.6 min ( 1,008.9 - 757.3 ) Volume Invert Avail.Storage Storage Description #1 142.33' 302 cf Custom Stage Data (Prismatic)Listed below (Recalc) 755 cf Overall x 40.0% Voids #2 142.83' 597 cf ADS-StormTech SC-740 +Cap x 13 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #3 142.33' 4,794 cf Custom Stage Data (Prismatic)Listed below (Recalc) 57100 cf Overall x 94.0% Voids 5,693 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.33 226 0 0 145.67 226 755 755 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 101 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.33 13527 0 0 145.67 11527 57100 57100 Device Routing Invert Outlet Devices #1 Primary 144.00' 12.0" Round Culvert L= 4.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 144.00' / 143.90' S= 0.02507' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Discarded 142.33' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 36.60 hrs HW=142.83' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=3.33 cfs @ 12.17 hrs HW=145.35' TW=137.38' (Dynamic Tailwater) 't-1=Culvert (Barrel Controls 3.33 cfs @ 4.25 fps) Summary for Pond 2.2P: 2.2 I nflow Area 124,292 sf, Inflow Depth > 6.94" for 100-year event Inflow 20.36 cfs @ 12.09 hrs, Volume= 71 5 846 cf Outflow 3.38 cfs @ 12.65 hrs, Volume= 71,852 cf, Atten= 83%, Lag= 33.5 min Discarded 0.28 cfs @ 10.98 hrs, Volume= 36,261 cf Primary 3.10 cfs @ 12.65 hrs, Volume= 35,591 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 147.91' @ 12.65 hrs Surf.Area= 11 886 sf Storage= 36,191 cf Plug-Flow detention time= 418.4 min calculated for 71 831 cf(100% of inflow) Center-of-Mass det. time= 418.7 min ( 13189.3 - 770.5 ) (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 102 Volume Invert Avail.Storage Storage Description #1 144.00' 17,622 cf Custom Stage Data (Prismatic)Listed below (Recalc) 18,747 cf Overall x 94.0% Voids #2 145.00' 254 cf Custom Stage Data (Prismatic)Listed below (Recalc) 827 cf Overall - 192 cf Embedded = 636 cf x 40.0% Voids #3 145.50' 192 cf ADS—StormTech SC-31 0 +Cap x 13 Inside #2 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #4 145.00' 8,274 cf Custom Stage Data (Prismatic)Listed below (Recalc) 8,802 cf Overall x 94.0% Voids #5 145.00' 219 cf Custom Stage Data (Prismatic)Listed below (Recalc) 732 cf Overall - 184 cf Embedded = 548 cf x 40.0% Voids #6 145.50' 184 cf ADS—StormTech SC-740 +Cap x 4 1 nside #5 Effective Size= 44.6"W x 30-0"H => 6.45 sf x 7-12'L = 45.9 cf Overall Size= 51-0"W x 30.0"H x 7.56'L with 0.44' Overlap #7 145-00' 3,010 cf Custom Stage Data (Prismatic)Listed below (Recalc) 3,202 cf Overall x 94.0% Voids #8 144.00' 483 cf Custom Stage Data (Prismatic)Listed below (Recalc) 1,622 cf Overall - 413 cf Embedded = 1,208 cf x 40.0% Voids #9 144.50' 413 cf ADS—StormTech SC-740 +Cap x 9 Inside #8 Effective Size= 44.6"W x 30-0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #10 144.00' 7,539 cf Custom Stage Data (Prismatic)Listed below (Recalc) 8,020 cf Overall x 94.0% Voids 38,190 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.00 5�122 0 0 147.66 57122 18,747 18,747 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.00 311 0 0 147-66 311 827 827 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.00 37309 0 0 147.66 37309 87802 87802 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.00 200 0 0 148.66 200 732 732 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.00 875 0 0 148-66 875 31202 31202 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 103 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.00 348 0 0 148.66 348 17622 17622 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.00 13721 0 0 148.66 1 Y721 87020 87020 Device Routing Invert Outlet Devices #1 Primary 146.10' 10.0" Round Culvert L= 28.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 146.10' / 144.50' S= 0.0571 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf #2 Discarded 144-00' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.28 cfs @ 10.98 hrs HW=145.00' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.28 cfs) Primary OutFlow Max=3.10 cfs @ 12.65 hrs HW=147.91' TW=143.43' (Dynamic Tailwater) 1�--1=Culvert (Inlet Controls 3.10 cfs @ 5.68 fps) Summary for Pond 2.3P: 2.3 I nflow Area 49,800 sf, Inflow Depth > 4.72" for 100-year event Inflow 5.66 cfs @ 12.09 hrs, Volume= 19,593 cf Outflow 1.21 cfs @ 12.50 hrs, Volume= 19,594 cf, Atten= 79%, Lag= 25.1 min Discarded 0.05 cfs @ 8.24 hrs, Volume= 8,489 cf Primary 1.15 cfs @ 12.50 hrs, Volume= 11 105 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 150.25' @ 12.50 hrs Surf.Area= 2,276 sf Storage= 8,530 cf Plug-Flow detention time= 394.6 min calculated for 19,588 cf(100% of inflow) Center-of-Mass det. time= 395.0 min ( 13186.2 - 791.2 ) Volume Invert Avail.Storage Storage Description #1 146.00' 488 cf Custom Stage Data (Prismatic)Listed below (Recalc) 1,542 cf Overall - 322 cf Embedded = 1,221 cf x 40.0% Voids #2 146.50' 322 cf ADS-StormTech SC-740 +Cap x 7 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap #3 146.00' 8,520 cf Custom Stage Data (Prismatic)Listed below (Recalc) 9,064 cf Overall x 94.0% Voids 9,330 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 146.00 331 0 0 150.66 331 13542 13542 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 104 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 146.00 11945 0 0 150-66 11945 91064 91064 Device Routing Invert Outlet Devices #1 Primary 148.30' 6.0" Round Culvert L= 60.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 148.30' / 146.40' S= 0.0317T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Discarded 146.00' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 8.24 hrs HW=146.05' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=1.15 cfs @ 12.50 hrs HW=150.25' TW=136.95' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 1.15 cfs @ 5.88 fps) Summary for Pond 2.4P: 2.4 I nflow Area 14,400 sf, Inflow Depth > 8.17" for 100-year event Inflow 2.79 cfs @ 12.08 hrs, Volume= 9,800 cf Outflow 0.82 cfs @ 12.40 hrs, Volume= 9,801 cf, Atten= 71%, Lag= 19.2 min Discarded 0.05 cfs @ 8.02 hrs, Volume= 5,455 cf Primary 0.77 cfs @ 12.40 hrs, Volume= 4,346 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 155.91' @ 12.40 hrs Surf.Area= 2,217 sf Storage= 3,975 cf Plug-Flow detention time= 239.3 min calculated for 9,798 cf(100% of inflow) Center-of-Mass det. time= 239.5 min ( 993.5 - 754.0 ) Volume Invert Avail.Storage Storage Description #1 154.00' 4,168 cf Custom Stage Data (Prismatic)Listed below (Recalc) 4,434 cf Overall x 94.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 154.00 25217 0 0 156.00 25217 4Y434 4Y434 Device Routing Invert Outlet Devices #1 Primary 155.00' 6.0" Round Culvert L= 162.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 155.00' / 146.50' S= 0.0525T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Discarded 154-00' 1.020 in/hr Exfiltration over Surface area (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 105 Discarded OutFlow Max=0.05 cfs @ 8.02 hrs HW=154.02' (Free Discharge) 't--2=Exfi11trati1on (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.77 cfs @ 12.40 hrs HW=155.91' TW=147.82' (Dynamic Tailwater) 't--1=Culvert (inlet Controls 0.77 cfs @ 3.90 fps) Summary for Pond 2.5P: 2.5 I nflow Area 8,600 sf, Inflow Depth > 8.17" for 100-year event Inflow 1.67 cfs @ 12.08 hrs, Volume= 5,853 cf Outflow 0.94 cfs @ 12.20 hrs, Volume= 5,853 cf, Atten= 43%, Lag= 6.9 min Discarded 0.02 cfs @ 5.14 hrs, Volume= 1,890 cf Primary 0.93 cfs @ 12.20 hrs, Volume= 3,962 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72-00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 148.71' @ 12.20 hrs Surf.Area= 711 sf Storage= 1,478 cf Plug-Flow detention time= 155.5 min calculated for 5,851 cf(100% of inflow) Center-of-Mass det. time= 155.7 min ( 909.7 - 754.0 ) Volume Invert Avail.Storage Storage Description #1 146-50' 1,557 cf Custom Stage Data (Prismatic)Listed below (Recalc) 1,657 cf Overall x 94.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 146.50 711 0 0 148.83 711 13657 13657 Device Routing Invert Outlet Devices #1 Primary 147-50' 6.0" Round Culvert L= 45.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 147.50' / 146-00' S= 0.0333T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Discarded 146.50' 1.020 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 5.14 hrs, HW=146.52' (Free Discharge) 1�--2=Exfilltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.93 cfs @ 12.20 hrs HW=148-71' TW=0.00' (Dynamic Tailwater) 't--1=Culvert (inlet Controls 0.93 cfs @ 4.72 fps) Summary for Pond 2.6P: 2.6 Inflow Area 10,800 sf, Inflow Depth > 8.17" for 100-year event Inflow 2.09 cfs @ 12.08 hrs, Volume= 7,350 cf Outflow 1.61 cfs @ 12.15 hrs, Volume= 7,350 cf, Atten= 23%, Lag= 3.9 min Discarded 0.03 cfs @ 6.46 hrs, Volume= 2,607 cf Primary 1.58 cfs @ 12.15 hrs, Volume= 4,743 cf (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 106 Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 150.33' @ 12.15 hrs Surf.Area= 1 066 sf Storage= 1,633 cf Flood Elev= 152.00' Surf.Area= 1,066 sf Storage= 1,673 cf Plug-Flow detention time= 137.4 min calculated for 7,348 cf(100% of inflow) Center-of-Mass det. time= 137.6 min ( 891.6 - 754.0 ) Volume Invert Avail.Storage Storage Description #1 148.70' 1,673 cf Custom Stage Data (Prismatic)Listed below (Recalc) 1,780 cf Overall x 94.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.70 11066 0 0 150-37 11066 1 Y780 1 Y780 Device Routing Invert Outlet Devices #1 Discarded 148.70' 1.020 in/hr Exfiltration over Surface area #2 Primary 149.50' 10.0" Round Culvert L= 16.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 149.50' / 149.30' S= 0.0125T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf Discarded OutFlow Max=0.03 cfs @ 6.46 hrs, HW=148-73' (Free Discharge) 't--1=Exfi11trati1on (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=1.58 cfs @ 12.15 hrs HW=150.33' TW=148.28' (Dynamic Tailwater) 't--2=Culvert (Barrel Controls 1.58 cfs @ 3.62 fps) Summary for Pond 2.7P: 2.7 I nflow Area 16,350 sf, Inflow Depth > 8.17" for 100-year event Inflow 3.17 cfs @ 12.08 hrs, Volume= 11 127 cf Outflow 0.12 cfs @ 15.18 hrs, Volume= 11,127cf, Atten= 96%, Lag= 185.6min Discarded 0.05 cfs @ 7.88 hrs, Volume= 10,230 cf Primary 0.07 cfs @ 15.18 hrs, Volume= 897 cf Routing by Dyn-Stor-Ind method, Time Span= 4.00-72.00 hrs, dt= 0.02 hrs/ 3 Peak Elev= 153.00' @ 15.18 hrs Surf.Area= 1,958 sf Storage= 7,363 cf Flood Elev= 155.00' Surf.Area= 1,958 sf Storage= 7,969 cf Plug-Flow detention time= 1,250.3 min calculated for 11,124 cf(100% of inflow) Center-of-Mass det. time= 1,250.7 min ( 2,004.8 - 754.0 ) Volume Invert Avail.Storage Storage Description #1 149.00' 7,969 cf Custom Stage Data (Prismatic)Listed below (Recalc) 8,478 cf Overall x 94.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 149.00 1)958 0 0 153.33 13958 83478 83478 (IRAINSTORE3) - N Andover (Post)1-12-18 Type /// 24-hr 100-year Rainfall=8.60" Prepared by Microsoft Printed 1/12/2018 HydroCAD@ 10.00-20 s/n 02758 @ 2017 HydroCAD Software Solutions LLC Page 107 Device Routing Invert Outlet Devices #1 Discarded 149.00' 1.020 in/hr Exfiltration over Surface area #2 Primary 152.80' 4.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 152.80' / 152.60' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf Discarded OutFlow Max=0.05 cfs @ 7.88 hrs HW=149.06' (Free Discharge) 1�--1=!Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.07 cfs, @ 15.18 hrs HW=153.00' TW=151.46' (Dynamic Tailwater) 1�--2=Culvert (Barrel Controls 0.07 cfs @ 1.90 fps) Stormwater Report HANCOCK, Princeton at North Andover Apartment Homes A S,S 0 Forgetta Retail/Commercial Center 12 10 Osgood St.North Andover Long Term Stormwater Operations & Maintenance Plan Revised 1-12-18 LONG TERM STORMWATER OPERATIONS and MAINTENANCE PLAN The following Princeton at North Andover Apartment Homes and Forgetta Retail/Commercial Center Stormwater Operations and Maintenance plan has been completed in accordance with Federal, State and Local regulatory guidelines, as well as common civil engineering usual and customary practices. The purpose and intent of this Stormwater Operations and Maintenance plan is to provide additional project specific information related to the effective stormwater management implementation, operations and maintenance of stormwater measures. The information provided herein, is intended to provide the operational and maintenance basis of all stormwater measures onsite in perpetuity., subject to updates, amendments or revisions, as necessary. As such all future Princeton at North Andover Apartment Homes and Forgetta Farms Retail/Commercial Center property owners, associations or entities must be notified in writing of this plan and be provided with a copy, along with a complete set of the approved project drawings depicting all stormwater elements. The following outline is a basic summary of the key elements contained within the Princeton at North Andover Apartment Homes and Forgetta Retail/Commercial Center stormwater operations and maintenance plan: Section A Introduction Purpose Responsible Parties Estimated Annual Costs Permanent Stormwater Measures Section B Stormwater Operations Material and Equipment Storage Stormwater Systems Stormwater Operations and Maintenance Section C Stormwater Maintenance Management,Training and Certification Observation Log Corrective Action Log Section D Deicing and Snow Management I------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Stormwater Operations and Maintenance Plan 1 1 a g e Stormwater Report HANCOCK, Princeton at North Andover Apartment Homes A S,S 0 Forgetta Retail/Commercial Center 12 10 Osgood St.North Andover Long Term Stormwater Operations & Maintenance Plan Revised 1-12-18 Stormwater Operations&Maintenance Plan Compliance and Certification Statement To the best of my knowledge and understanding, the undersigned recognizes the validity and importance of compliance with the Princeton at North Andover Apartment Homes and Forgetta RetaillCommercial Center Stormwater Operations and Maintenance Plan, as generally outlined and described herein. The undersigned further agrees to participate in the advancement and notification of this document to all future Princeton at North Andover Apartment Homes and Forgetta RetaillCommercial Center interested parties or entities responsible for the affective and meaningful operations and maintenance of both temporary and permanent stormwater systems. OwnerlDveloper(Company, Name and Title) Date OwnerlDveloper(Company, Name and Title) Date SECTION A The Princeton at North Andover Apartment Homes and Forgetta Retail/Commercial Center community is a mixed use project consisting of(2)two lots, one for residential purposes and the other for commercial. The residential lot (Lot-2) will be occupied by (4) four, four-story buildings and a combination leasing office & clubhouse. The commercial lot (Lot-1) will be occupied by four (4) buildings, including retail, office, banking and restaurant lease spaces. The two lots share common access points off of Osgood Street (Route 125), as well as many infrastructure improvements (water, sewer, drain). The Princeton at North Andover Apartment Homes and Forgetta Retail/Commercial Center community will be initially owned and developed by Princeton Properties and Forgetta Farms Development LLC. The property may later be owned and managed by a property management company or other individual owners. An agreement will be in place between whoever may own the properties requiring operation and maintenance of the stormwater management system is completed in accordance with this plan. Section A will provide additional project specific information, including the Princeton at North Andover Apartment Homes and Forgetta Retail/Commercial Center(the Project) stormwater operations and maintenance purpose. PURPOSE The purpose of this Stormwater Operations and Maintenance Plan is to identify the primary differences between temporary and permanent stormwater measures and the proper operations and maintenance of these systems. The temporary and permanent stormwater measures are further described on the approved Project permit plans, construction documents and Stormwater Pollution Prevention Plan. I------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Stormwater Operations and Maintenance Plan 21 a g e Stormwater Report HANCOCK, Princeton at North Andover Apartment Homes A S,S 0 C1A'1'l'.'.1!�S_ Forgetta Retail/Commercial Center 12 10 Osgood St.North Andover Long Term Stormwater Operations & Maintenance Plan Revised 1-12-18 RESPONSIBLE PARTIES Princeton Properties Inc. dba Princeton at North Andover Apartment Homes LLC Andrew Chaban, CEO 1115 Westford Road Lowell., MA 01851 978-458-8700 Forgetta Development LLC Robert Bohlen, Manager 34 Park Street Andover, MA 01810 978-475-1400 ESTIMATED ANNUAL COSTS The estimated annual cost for the operation and maintenance is $8,500.00. It is anticipated this plan will be fully implemented by a single company specializing in the stormwater maintenance of underground systems. PERMANENT STORMWATER MEASURES Permanent stormwater measures are all those structural or non-structural practices intended to reduce or eliminate stormwater degradation and site erosion following construction completion, site stabilization and property occupancy. Specifically, these permanent measures are purposefully chosen, sized and placed in such a manner that will result in measureable stormwater quality, volume and velocity controls. Ultimately, the monitoring and successful operations of all permanent stormwater measures, shall be the Property Manager'os responsibility. It is highly recommended that a third party stormwater agent is contracted by the property manager for operation and maintenance responsibilities. Any and all such contractual arrangements will be added to the final Princeton at North Andover Apartment Homes and Forgetta Retail/Commercial Center Stormwater Operations and Maintenance Plan, as an addendum with continual updates, business registrations, certifications and proper insurances, as applicable. The proposed Project's permanent stormwater measures are as follows: Deep sump catch basins with hood outlets (39 total) Area drains (10 total) ADS-Stormtech TM Underground Chambers—Isolation Row(13 rows total) Rainstore3 TM Underground Chambers (12 Systems total) Rip-Rap Aprons (5 total) ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Stormwater Operations and Maintenance Plan 31 a g e Stormwater Report HANCOCK, Princeton at North Andover Apartment Homes A S,S 0 C1A'1'l'.'.W!�S_ Forgetta Retail/Commercial Center 12 10 Osgood St.North Andover Long Term Stormwater Operations & Maintenance Plan Revised 1-12-18 SECTION B Section B will provide additional project specific stormwater O&M information, including the Project material and equipment storage, snow management, stormwater systems and general site operations and maintenance. MATERIAL and EQUIPMENT STORAGE Material and equipment storage will be done in a safe and proper manner. Landscape contractors, pest management contractors and general maintenance staff shall follow all applicable product manufacturer,state and federal guidelines for the storage and handling of materials and chemicals on site. All debris shall be collected and disposed of offsite in a legal manner. Temporary snow storage may be permitted., in accordance with the approved permit plans in the pre-determined locations only. Yard waste and snow is prohibited from being deposited in or near the on site wetland resources.These areas include the following: The left side of the entry drive from Osgood Street to the Princeton leasing office. Behind the pool area To the east of the parking area on the side of Residential Building D Behind Building D Over the wall between Residential Buildings D and E Behind the garages to the side of Residential Building E Over the wall in the rear parking lot of Residential Building E The wetland resources and jurisdictional 100 foot buffer zones are shown on the figure below. STORMWATER SYSTEMS The permanent Princeton at North Andover Apartment Homes and Forgetta Retail/Commercial Center private stormwater systems are proven, reliable and affective stormwater treatment, storage and infiltration practices. The site is strategically graded to mimic the pre-development natural drainage patterns and therefore maintains several individual and separate drainage systems. In general, all the clean roof runoff will be collected, stored and infiltrated through underground chamber systems, each with emergency overflows directing excess stormwater in the same locations as naturally occurred prior to development. The associated site access and parking areas are largely conventional bituminous pavement with various curbing types, all promoting gutter line surface flow into deep sum catch basins with outlet hoods. The project's main stormwater practices are underground storage systems, using the "Stormtech" proprietary chamber system and Rainstore 3. Each of the Stormtech system contains isolator rows with an inlet control manholes that are also connected to the Rainstore 3 chambers. Collectively, the chosen stormwater systems will meet or exceed local, state and federal standards as designed, when operated, monitored and maintained properly. I------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Stormwater Operations and Maintenance Plan 4 1 a g e Stormwater Report HANCOCK, Princeton at North Andover Apartment Homes A S,S 0 Forgetta Retail/Commercial Center 12 10 Osgood St.North Andover Long Term Stormwater Operations & Maintenance Plan Revised 1-12-18 STORMWATER OPERATIONS and MAINTENANCE The combined onsite drainage systems operations and maintenance can be self-performed by the Princeton at North Andover Apartment Homes and Forgetta Retail/Commercial Center property manager or their assigned agent. However, due to product knowledge,training and specialty maintenance equipment required, it is strongly recommended by the design engineer of record,the property manager secure and maintain a long term third party contract with an industry specific trained & licensed professional capable of operating, inspecting and maintaining the system. In general, good housekeeping, common sense responsible site operations and timely maintenance include the following activities: Site Maintenance: The site and all its components shall be kept in a neat, orderly and clean fashion. Routine upkeep shall be performed by either Owner's representatives, Property Management Staff andlor their assigned, depending on the project"s status. Typical site maintenance activities shall include, but not be limited to responsible construction practices, parking lot sweeping using a vacuum sweeper, landscape management including intensive spring and fall season cleaning and building maintenance. Trash Disposal: All common household waste materials will be collected and stored in a securely lidded metal dumpsters housed within lockable enclosure(s), maintained on site by a third party refuse collection agent. All incidental (small) site trash and debris will be deposited in the dumpster by the property manage or their assigned agent(s). The dumpster will be emptied on a regular schedule, prior to being overfilled. All residents and property management personnel will be instructed on proper onsite waste disposal practices. In addition to onsite signage, all residents will receive specific onsite disposal services, including recycling if applicable within their lease agreement documentation. Spill Control& Containment: Good housekeeping and spill control practices will be followed to minimize storm water contamination from petroleum products, points, and cleaning products. All resident vehicles will be routinely monitored for leaks with written notices distributed as required by property management staff. Habitual offenders will be removed from the site with parking privileges revoked, if necessary. Emergency spill kits will be available on site with operation and deployment managed by trained property management staff. Snow Removal and Deicing: Snow plowing, removal and deicing operations shall be done under contract with a reputable firm with experience with maintaining commercial sites with sensitive areas. No snow shall be plowed over retaining walls. Snow shall be placed in landscape areas so as not to damage landscape materials or inhibit vehicle visibility. When snow on site impairs vehicle movement and parking,snow shall be removedfrom the site and disposed o in accordance with applicable local,state andfiederal requirements.Deicing chemicals shall be applied in accordance f with standard practices in a responsible manner and only as required. At no time will hazardous or dangerous materials or chemical storage be permitted on premises in any quantity by either property management representatives., tenants or residents. Only common over the counter household cleaning products within acceptable consumable legal limits will be permitted on site. Any and all such consumable products may be routinely disposed of within the onsite refuse receptacles, in accordance with state and federal laws. I------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Stormwater Operations and Maintenance Plan 51 a g e Stormwater Report HANCOCK, Princeton at North Andover Apartment Homes A S,S 0 C1A'1'l'.'.1!�S_ Forgetta Retail/Commercial Center 12 10 Osgood St.North Andover Long Term Stormwater Operations & Maintenance Plan Revised 1-12-18 Stormwater Management SVstem Maintenance Deep Sump Hooded Catch Basins(39 Total) The actual removal of sediments and associated pollutants and trash occurs only when inlets or sumps are cleaned out; therefore, regular maintenance is required. The more frequent the cleaning, the less likely sediments will be resuspended and subsequently discharged. In addition, frequent cleaning also results in more volume available for future storms and enhances the overall performance. At a minimum, water quality inlets and deep sumps should be inspected monthly for general function and four times per year for sediment levels. Each of the thirty-three (39) catch basins on site are equipped with a four (4) foot deep sump (the area in the catch basin below the elevation of the pipe leaving the basin). The pipe is not visible as it is equipped with a gas/oil hoods but the constant water level in the catch basin generally indicates this elevation. A tape measure can be used to measure the depth from the rim grate to the water level,then the depth of the water can be measured and compared to the four feet. The distance short of four feet equals the sediment level. Catch basins must be pumped when the sediment level exceeds one (1) foot through the use of a vacuum extractor or once every year. Disposal of the accumulated sediment and hydrocarbons must be in accordance with applicable local, state, and federal guidelines and regulations. Area drains(10 Total) The area drains should also be maintained similar to the Deep sump hooded catchbasins above. STORMTECH ISOLATOR ROW(13 TOTAL) Routine inspection schedule needs to be established for each individual location based upon site specific variables.The type of land use (i.e. industrial, commercial, residential), anticipated pollutant load, percent imperviousness, climate, etc. all play a critical role in determining the actual frequency of inspection and maintenance practices. At a minimum the StormTech system shall be inspected twice a year. Initially,the Isolator Row should be inspected every 3 months for the first year of operation. For sub sequent years,the inspection should be adjusted based upon previous observation of sediment deposition.The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports (as needed).The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to determine the depth of sediment. When the average depth of sediment exceeds 3 inches throughout the length of the Isolator Row, clean-out should be performed. The Isolator Row was designed to reduce the cost of periodic maintenance. By"isolating" sediments to just one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage bed. If inspection indicates the potential need for maintenance, access is provided via a manhole(s) located on the end(s) of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a confined space entries. I------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Stormwater Operations and Maintenance Plan 61 a g e Stormwater Report HANCOCK, Princeton at North Andover Apartment Homes A S,S 0 Forgetta Retail/Commercial Center 12 10 Osgood St.North Andover Long Term Stormwater Operations & Maintenance Plan Revised 1-12-18 Maintenance is accomplished with the JetVac process.The JetVac process utilizes a high pressure water nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is retrieved,the captured pollutants are flushed back into the manhole for vacuuming. Most sewer and pipe maintenance companies have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle will improve maintenance efficiency. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45" are best. Most JetVac reels have 400 feet of hose allowing maintenance of an Isolator Row up to 50 chambers long.The JetVac process shall only be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile(as specified by StormTech) over their angular base stone. Pool Examples of culvert cleaning no=les appropriatefor Isolator Row maintenance. (These are not StormTech products) Step 1) Inspect Isolator Row for sediment A) Inspection ports i. Remove lid from floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod, measure depth of sediment and record results on maintenance log. iv. If sediment is at, or above, 3 inch depth proceed to Step 2. If not proceed to step 3. B) All Isolator Rows i. Remove cover from manhole at upstream end of Isolator Row ii. Using a flashlight, inspect down Isolator Row through outlet pipe I.Mirrors on poles or cameras may be used to avoid a confined space entry 2. Follow OSHA regulations for confined space entry if entering manhole iii. If sediment is at or above the lower row of sidewall holes (approximately 3 inches) proceed to Step 2. If not proceed to Step 3. Step 2) Clean out Isolator Row using the JetVac process A) A fixed culvert cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B) Apply multiple passes of JetVac until backflush water is clean C)Vacuum manhole sump as required Step 3) Replace all caps, lids and covers, record observations and actions I------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Stormwater Operations and Maintenance Plan 7 1 a g e Stormwater Report HANCOCK, Princeton at North Andover Apartment Homes A S,S 0 S-' Forgetta Retail/Commercial Center 12 10 Osgood St.North Andover Long Term Stormwater Operations & Maintenance Plan Revised 1-12-18 Step 4) Inspect &clean catch basins and manholes upstream of the StormTech system Rainstore3l" Underground Chambers(12 Systems total) Once the chamber systems are in use, inspect it after every major storm for the first few months to ensure it is stabilized and functioning properly and if necessary take corrective action. Note how long water remains standing in each system after a storm using a stadia rod through the maintenance port located over each system (metal cover to grade); standing water within the basin 48 to 72 hours after a storm indicates that the infiltration capacity may have been overestimated. If the ponding is due to clogging, immediately address by contacting a Professional Civil Engineer.Thereafter,, inspect the infiltration BIVIP at least twice per year. Given the use of deep sump hooded catch basins and Isolator Rows with differential inlet elevations up gradient of all chambers, no sediment should ever be encountered in the chambers.The subsurface infiltration systems should fully drained within 72 hours following a large storm event. If they are not,. corrective action must be taken. Riprap Aprons(5 total) The areas of stone at pipe outlets are critical to reducing stormwater velocity and preventing scouring and erosion in the sensitive wetland buffers where they are located. Routine inception and maintenance are important to their long term functioning.The three are located as follows: To the left of the entry drive approximately 100 feet from Osgood Street and 70 feet off the drive. Southeast corner of side parking lot at Residential Building D, behind garage. Southwest corner Residential Building D over retaining wall. Between Residential Buildings D and E over retaining wall. The aprons should be inspected four times per year. Remove any trash or debris that might inhibit flow, replace stones that may have moved, keep area free of vegetation. Note any sediment that may be leaving the pipes as this would indicate problems within the systems up gradient. BMP Checklist BMP DATE CHECKED ACTION TAKEN CATCH BASINS RAINSTORE3 ISOLATOR ROWS RIP RAP APRONS ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Stormwater Operations and Maintenance Plan 81 a g e Stormwater Report HANCOCK, -A Princeton at North Andover Apartment Homes A S,S 0 C1A'1'l'.'.W!�S- Forgetta Retail/Commercial Center 12 10 Osgood St.North Andover Long Term Stormwater Operations & Maintenance Plan Revised 1-12-18 SECTION C Section C will provide additional project specific stormwater maintenance information, including management, training and certifications, Observation Log, Correction Action Log and project representative BMP library. MANAGEMENT,TRAINING and CERTIFICATION The Project's permanent stormwater systems are to be monitored.,operated and maintained by trained individuals, certified in stormwater management practices. Either the property management staff may become trained and certified or utilize a professional contractor with the appropriate training and certifications capable of responsibly insuring stormwater systems operations and maintenance compliance. Both the Owner and property manager shall maintain responsible and current records of all stormwater management training and certifications, as typically required and performed within the SWPPP documentation. Please also refer to the project specific BMP reference documents and sample report forms contained in the project stormwater report and project approvals for any additional information as to the functioning of the systems. OBSERVATION LOG The Property manager and/or their stormwater consultant(s) are responsibility to complete stormwater observation logs in compliance with state and local stormwater compliance regulations,in addition to the suggested manufacturer specifications. CORRECTIVE ACTION LOG A Stormwater checklist and corrective action logs will be prepared prior to filing a SWPP with EPA. The purpose and intent of correction action logs are to document a stormwater occurrences that requires additional, amended or revised stormwater measures than those approved/permitted devices in operation. Stormwater measures may require corrective action logs. The creation, documentation and corrective action log reporting shall be the Owner's or Property Manager's responsibility. I------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Stormwater Operations and Maintenance Plan 91 a g e Stormwater Report HANCOCK, -A Princeton at North Andover Apartment Homes A S,S 0 C'1,ATl'.'.W!S- Forgetta Retail/Commercial Center 12 10 Osgood St.North Andover Long Term Stormwater Operations & Maintenance Plan Revised 1-12-18 SECTION D Deicing and Snow Management Snow shall only be plowed to areas as designated on the plan only. Snow is prohibited from areas outside the designated areas. Snow storage areas are designed specifically to trap and store sand, sediment and debris found in snow melt that if allowed to flow into the wetland could be detrimental to wetland vegetation. Use of sodium based de-icing chemicals is prohibited within 100 feet of wetlands on site. Signage in these areas shall be clearly posted. Sanding and the de-icing chemicals such as magnesium chloride or potassium chloride should be used sparingly in these areas. Before the start of winter, snow storage areas shall be prepared and maintained so that the sites maximize their effectiveness. The following maintenance measures shall be undertaken within the designated snow storage areas: 0 The natural vegetative buffer strip shall be maintained during the growth season between the disposal site and adjacent wetland. Debris shall be cleared from the site prior to using the site for snow disposal. Debris shall be cleared from the site and properly disposed of at the end of the snow season and no later than May 15. The amount of snow disposal capacity has been estimated to insure an adequate number of upland areas have been selected and prepared. As snow storage areas are exhausted, snow shall be removed from the site and disposed of properly in accordance with applicable local, state and federal guidelines. It is essential that these guidelines for preparing and maintaining snow disposal sites be followed to minimize the threat to adjacent wetlands. Snow exceeding the storage capacity of these area shall be removed from the site and disposed in accordance with all local, state and federal requirements. I------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Stormwater Operations and Maintenance Plan 10 1 a g e