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HomeMy WebLinkAbout2015-12-17 Hydrologic Analysis 11/12/2014 - Stormwater Report - 351 WILLOW STREET 11/12/2014 Foods,HYDROLOGIC ANALYSIS Of Bake N Joy Inc. 351 WitlowStreet Andover,North ssc s November 12, 2014 Prepared for: Muffin Realty Trust 351 Willow Street South North Andover, MA 01845 Prepared by. The Morin-Cameron Group, Inc. 447 Boston Street - US Route 1 Topsfield, MA 01983 INDEX Page Hydrologic Analysis Preface............................................................... I-5 Hydrologic Summary............................................................................ 6 USGS Topography Map (Figure I)..—_---'__----_-- 7 FEMA Map (Figure 2)..--._'---..---'—__--.-----'0 USDA Soils Map (Figure ]) 9 Pre-DevetopmentA»6 Plan (Figure zA.............................1O Pre-Development 2-year storm I2-2 Pre-Development r storm...................................................... 30-47 Pre-Development r storm................................................... 48-65 Post-Qeveboprnent Hydrology Plan (Figure S).---.--'----..GS Post-Development Routing Diagram............................................. 67 Post-DeveLopment 2-year storm...................................................... 68-0 Post-Development r storm.................................................... 9O-III Post-Development IOO-vear storm................................................. 112-I33 StorrnvVater Management Calculations.......................................... 134-I36 VortSentn/ Sizing Calculations.......................................................... I37-I38 DEP Checklist for Stornmxvater Report .......................................... I3S-I46 Construction Period Pollution Prevention Plan.......................... 147-156 Long Term Pollution Prevention Plan A3 & M Plan).................. I57-I67 |Kcb Discharge Compliance Statement.—.--.—..---..--.—'l08 Soil Evaluation Forms.......................................................................l69-178 Hydrologic Soil Properties...............................................................l79 Page 1 HYDROLOGIC ANALYSIS Existing Site Conditions The limit of work area is located in the 1-1 Industrial District. The limit of work is within Parcel 76 as shown on the Town of North Andover Assessors Map 25 and Parcel 1 shown on the Andover Assessors map 5. There are wetlands to the North and Southwest of the parcel with jurisdictional buffer zones as shown on the Existing Conditions Plan. The lot is shown to be in a Zone X on the FEMA Federal Insurance Rate Maps (FIRM) #25009CO236F and #25009CO238F, dated July 3, 2012 (See Figure 2: FEMA Flood Map). The project location Limit of work for the existing facility consists of grass, tree, landscape areas, parking facilities, existing production building with loading docks and a drainage system with catch basins and detention basin. The aggregate property is approximately 8.73 acres, and is located on the West side of Willow Street South in North Andover, Massachusetts. The development portion (the limit of work area) for this application consists of approximately 3.1 acres on the West side (rear) of the existing building. The area has been continuously used as a bakery production facility since 1987. The area to be developed consists of a total area of approximately 135,000. Grades in this area vary from a high of 270 ft. near the West property line, to a low of 247.5 in the existing detention pond. The soils in the limit of work area are Woodbridge fine sandy loam (Hydrologic Soil Group Q. These are defined in the Soil Resource Report for Essex County, Massachusetts, Northern Part, dated December 17, 2013 (See Figure 3: SCS Soils Map). Field testing performed by Mr. Alexander F. Parker on August 22, 2014 confirms this C Soil Classification which is moderately well drained. Groundwater was observed during the test indicating that estimated seasonal high groundwater levels are approximately 4 feet below the ground surface. Existing drainage on site is divided into eight subcatchment areas as shown on the attached Figure 4: Existing Drainage Subcatchments (EDS). Subcatchment E1 is an older building addition at the southwest corner of the facility. It is entirely roof. Subcatchment E2 is the remaining local area at the southwest corner of the property. It consists of grass/tree area and pavement. Subcatchment E3 is a local all pavement area around existing catch basins 3 and 4. Subcatchment E4 is the local drainage area discharging to catch basins 5 and 6 on the West side of the existing building; it consists of pavement and grass/tree area. Subcatchment E5 is the local area around the detention pond. It is all grass and trees. Subcatchment 6 is another building addition on the North side of the structure. It is entirely roof. Subcatchment E7 is the remaining drainage area discharging to Design Point 1, wetlands to the North of the building. Subcatchment E8 is the local grass tree area discharging to Design Point 2 to the southwest of the building. Runoff Page 2 from areas El through E6 discharge through a system of deep sump catch basins and drain Lines to the existing detention pond which overflows to the North wetlands. This system provides some pre-treatment of the flows prior to their entering the wetlands. Area E7 discharges directly to the North wetlands. Area E8 discharges directly to Design Point 2, the southwest wetlands. Proposed Site Conditions The project proponent proposes to develop a portion of the facility (Limit of Work Area). This development includes constructing additional parking, additional on-site drainage and an 11,136 sf building addition. The parking area will be expanded to meet the Town of North Andover parking requirements as modified under a Special Permit. The proposed development results in an increase of approximately 17,000 sf of impervious surface. However, since the proposed addition is being constructed in an area that is largely already paved the proposed project will actually reduce the amount of paved area that is discharging into the existing detention pond on the north side of the building by approximately 5,000 sf. We are also proposing to enhance the treatment of the runoff that is draining into this existing detention basin by proposing a VortSentry unit to be installed upstream of the existing detention basin. The proposed drainage system for the facility will mimic the existing drainage system and attenuate the impact from the increase in impervious area and new parking. A sediment forebay/infittration basin will be constructed to collect stormwater runoff from the upper parking area (Proposed Drainage Area P5). Flows from P5 will be collected in two new deep sump hooded catch basins which connect to a drain manhole and subsequently to a sediment forebay providing pre-treatment of flows prior to their entering the infiltration basin. Discharge from the basin will overflow to Design Point 1, North wetlands. The sediment forebay/infittration basin will also provide recharge to groundwater and water quality volume. Runoff from the new roof (Proposed drainage area P2) is considered clean and will be connected to the existing drain lines in the existing parking area. Proposed Drainage Area P3 &4 are comprised of pavement and grass/tree areas. They discharge to the existing catch basins and eventually the existing detention pond. Under existing conditions the only pre-treatment provided for this system was the existing catch basins with deep sumps. We propose to install a VortSentry unit in the line prior to flows entering the existing detention pond. Although this is not required under the Stormwater Management Guidelines, we offer this procedure to improve the quality of the water leaving the site. Proposed Drainage Area P6, old roof addition will continue to discharge to the existing detention pond. The local proposed drainage area P9 consisting of grass and trees will discharge to Design Point 1. Local proposed drainage area P10 consisting of trees and grass will continue to discharge to Design Point 2. Page 3 The changes in the site drainage are a result of the increase in impervious pavement that is associated with the proposed parking lot expansion. The intent of the design is to attenuate the peak discharge and volume from drainage area P5 by the use of a sediment forebay/infiltration basin. This basin will perform two functions: attenuation of peak rate of runoff and provide groundwater recharge. The sediment forebay/infiltration basin will treat flows from the enlarged parking area as well as primary releases that have been partially treated in the catch basins. nalysLs_ The purpose of this analysis is to design an onsite drainage system which complies with the Town of North Andover Stormwater Management Standards. This analysis was performed using the U.S. Soil Conservation Service (S.C.S) method of analysis contained in Technical Release#20 (TR-20) published by the U.S. Conservation Service. The model used for this calculation is referred to as HydroCAD. HydroCAD is a computer aided design program for analyzing the hydrology and hydraulics of storm water runoff. It utilizes the latest techniques of both fields to accurately predict the consequences of any given storm event. This analysis allows the engineer to verify that a given drainage system is adequate for the area under consideration, and further allows the engineer to predict where flooding or erosion are most likely to occur. This model was used to analyze the storm drainage system designed for the development in order to demonstrate that the drainage system is in compliance with the Towns Stormwater Management Standards. The proposed development of the limit of work area results in the formation of ten subcatchment areas as shown on the Proposed Drainage Sub catchments Plan (See Figure 5). The HydroCAD analysis was performed by examining two design points entering the North and southwest wetlands respectively. Peak rates of runoff are mitigated for the 2, 10 and 100 year rainfall events at both design points (see Hydrology Summary on page 6). Stormwater Management Standards The proposed drainage system will discharge towards the on-site wetlands after treatment. The proposed project is considered to be a New Development due to the increase in pavement and, therefore, is required to meet all Stormwater Management Standards. Flows entering the infiltration basin will be pre-treated by the use of deep sump hooded catch basins and a sediment forebay. The infiltration basin will also allow for recharge of groundwater. The sediment forebay has been sized to meet the required removal of TSS from the contributing parking area. Flows exiting the infiltration basin will have approximately 85% TSS removal (see TSS removal worksheet page 136). Page 4 Although not required by the DEP or the North Andover Stormwater Management Standards, we have chosen to install a VortSentry unit on the existing drain line just upstream of its discharge to the existing detention basin. Flows entering the VortSentry will be pre-treated by the use of existing deep sump catch basins. Flows exiting the existing detention pond will have had approximately 93% of the average annual post- construction Load of TSS removed. The Hydrologic Soil Classification on site is listed by the Soil Conservation Service and confirmed by observed testing as predominantly C. Table RR, Rules for Groundwater Recharge, of the Massachusetts Stormwater Handbook requires that the required recharge volume be infiltrated fully. As noted previously, the project will result in an increase in impervious surface area and, therefore, is considered a new development. The development of 35I Willow Street North Andover, Massachusetts will comply with all Stormwater Management Standards. Use of an infiltration basin will reduce peak rates of stormwater runoff leaving the site. Stormwater will be recharged to groundwater by means of exfL[tration through the new infiltration basin. The use of a VortSentry unit will also reduce the amount of pollutants and suspended solids entering the environment from the existing parking areas. The following is an assessment of each Standard: 1. No stormwater conveyance system discharges untreated stormwater directly to or causes erosion in wetlands or waters of the Commonwealth. (The design will result in a reduction in peak rates of runoff to the on-site wetlands). The proposed project treats the stormwater prior to discharge to the wetlands and therefore complies with the standard 2. The stormwater management system has been designed such that post- development peak discharge rates do not exceed pre-development discharge rates for all storm events. The proposed development meets this standard 3. Loss of annual recharge to groundwater has been minimized for this project. The proposed project in the Limit of Work Area requires a total of 355 cubic ft. of Annual Recharge Volume for a C type soil The design, utilizing the infiltration basin provides 784 cubic ft of groundwater recharge volume for a 2 year event and 1,176 cubic ft for a 100 year storm. This proposed development meets this standard 4. The proposed stormwater management system for the project has been designed to remove more than 80% of the average annual post-construction load of total suspended Solids (TSS) from the Limited Work Area utilizing an infiltration basin, sediment forebay and deep sump catch basins. The proposed project meets the standard 5. Land uses with higher potential pollutant load. This standard does not apply. 6. Discharges to critical areas. This standard does not apply. Page 5 7. Redevelopment Projects. This standard does not apply. 8. Construction Phase Operation and Maintenance Plan. (A plan to control construction related impacts has been developed and is included herein (see pages 147-156) The proposed redevelopment meets this standard 9. A long-term operation and maintenance plan. (A long-term O&M has been developed to insure that stormwater management systems function as designed (see pages 157-167)) The proposed redevelopment meets this standard 10 Illicit discharges. (To the best of our knowledge and belief there are no illicit discharges to the stormwater management system on this site; find attached an Illicit Discharge Statement on page 168) The proposed redevelopment meets this standard This project, as proposed, is in full compliance with the DEP and the Town of North Andover Stormwater Standards as described above. Modifications to existing drainage patterns have allowed us to reduce the amount of paved areas discharging into the existing detention basin and we have proposed additional treatment of the stormwater runoff from these paved areas before it enters into the existing detention basin. The proposed development will enhance the quality of runoff discharging into the exsiting detention basin and all new discharges have been design in compliance with the current stormwater standards. The DEP Checklist for Stormwater Report is attached (see pages 139-146) Page 6 HYDROLOGY SUMMARY Post Developed Storm Event [All values in CFS] Design Point 2 10 100 1 5,08 8.30 13.02 (5.04) (7.91) (12.07) 2 0.30 0.57 0.99 (0.24) (0.46) (0.79) Pond SummaKy Post Developed ( on Top 100 Year Pond Revation Existing detention pond 251' 249.55' (249.55') Proposed infiltration basin 259.7' (258.67') r � r r u r r r a r r r `f 4 IL Yl v � g r aY r.�r r*� r Y ■ fi war.—P_ j t._. ..., _ _ x�-r ._�. _ ..,..—e— -,_... . ,_-- LOCUS r r . 1 � ' � r f t ,T n 4 r r �00, 1.;�00 ,0 USGS MAP 447 BOSTON STREET, US ROUTE I, TOPSFIELD, MA01983 351 WILLOW STREET P 1978.887.8586 F 1978.887.3480 SOUTH IN WWW.MORINCAMERON.COM NORTH ANDOVER, MA DATE: NOVEM BER 12, 2014 11 SCALE: I If = 1 ,000' x ME y� Me hK ILI XP -09mmo , i IMP 01 r `; a r �. �` 7C Atz c S th gi f .�.� •.ter �� _ � �u r �� .; FEMA MAP 447 BOSTON STREET,US ROUTE I, TOPSFIELD, MA 01983 351 WILLOW STREET P 1978.887.8586 F 1978.887.3480 SOUTH IN WWW.MORINCAMERON.COM NORTH ANDOVER, MA DATE: NOVEMBER 12 , 2014 Scale: I " = 500' FIGURE #2 • e "m v SCS SOILS • • WILLOW1351 STREET • • • • • • • • r • • ':, SOUTH E1 a �2' .5 southwest oof E2 1 cal to CB1&2 E1b ' ci��� Ub .5 southwest ro f ocal to CB3 &4 Catcht in 1&2 , cs E4 Ct3 3&4. Local to CB 5& Catchba in 3 &4 cs CB5&6 E6 Catchb in 5 H Nort Roof 0tDM 1 DM 2 $ Local to detention Po Drain t hole 1 rain manhole 2 Local o DP2 E7 Det Pd- Local to DP1 Detenti n Pond DP1 iDP2 North wetlands Southwest wetlands r1'_ bcat' Reach Pon Llnk! Routing Diagram for Bake N Joy-Pre Developed \ ❑ Prepared by The Morin-Cameron Group, Inc., Printed 11/13/2014 HydroCAD®10.00 s/n 00401 0 2011 HydroCAD Software Solutions LLC 2 Year Storm Event Bake N Joy- Pre Developed Type /// 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment E1a: .5 southwest roof Runoff = 0.40 cfs @ 12.09 hrs, Volume= 0.031 af, Depth> 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 5,889 98 Roofs, HSG C 5,889 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment El a: .5 southwest roof Hydrograph 0.44 __ I 0.42 _. 0.40 cfs Runoff 0.38 Type 111 24wh r 0.36 _._._. __. . . ..... __... 0.34 .w - ®® ......... _.. 0.32 Year _ fll-» ,:1: 0.3 _. 0.28 Runoff rea 9 S N 0.26 Runoff,'V61q m' *e=0.031. of 0.24- 0.22 3 unoff eEpt r000 0.2 0.18 C 0.16" _... 0.12 _... 0.08= ... 0.04- . 0.02= ...... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment E1 b: .5 southwest roof Runoff = 0.40 cfs @ 12.09 hrs, Volume= 0.031 af, Depth> 2.73" Runoff by SCS TR-20 method,UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 5,889 98 Roofs, HSG C 5,889 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1b: .5 southwest roof Hydrograph 0.44 0.42 _.. 0.4 _... 0.40 cfs', Runo 0.38 Y II - r 0.34 •Year a :nf &*ii3_:I ID 0.32 0.3 of re "-:_.. .. _.. 0.28 0.26 `Vol e :. .1.....a 0.24" _.. 0.22' ff u 3 u o 6 > i—°° 0.2= .... 0.18 0.16, LLL 0.14_ _. ..0.12 0.08<.0.06_' ... 0.04- 0.02.. 0- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment E2: E2 local to CB1&2 Runoff = 0.48 cfs @ 12.09 hrs, Volume= 0.032 af, Depth> 1.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 5,144 98 Paved parking, HSG C 5,646 73 Woods, Fair, HSG C 10,790 85 Weighted Average 5,646 52.33% Pervious Area 5,144 47.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2: E2 local to CB1 2 Hydrograph 0.52 . 0,5 ._. 0.48 efs I Runoff 0.48- _...... 0.46 _.. 0.44- e... l 2 r........ __..... _. 0.42. _..... _i.. 0.4 2-Year Rainfall- .10" . 0.38" __... ........._..... __. 0.36- UtlOff rya-:1.:.. .,.7. :_.0 Sf 0.32 _.. _ _.. w 0.3 unoff lu = alf 0.28' 0.26 _... 3 of a t >1 ®® - n . 1`' _.. i° 0.24: ... _. 0.22 0. .... ® ' .._ 6. 0.2_ 0.18: ... . .. ...:. .. _.. 0.14, 0.12 0.1 0.08 0.06: 0.04= _..... _... _.... 0.02, 0 1 2 3 4 5 8 7 8 9 10 11 12 13 1!4 15 16 1' E 7 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy Pre Developed Type 11124-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment E3: Local to CB3 U Runoff = 0.46 cfs @ 12.02 hrs, Volume= 0.032 af, Depth> 2.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 6,096 98 Paved parking, HSG C 6,096 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 100 0.0174 1.28 Sheet Flow, Local to CB 3&4 Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 3: Local to CB3 Hydrograph 0.5 ..... ....... 0.48 _..... 0.46 cfs —Runoff 0.46 0.44. _.._ 0.42 Type:lll , r _.. _. . 0.4 Year 'ball= " 0.38" _.. 0.36 ' .._. _..._ _. 0.34 n rea=, , s 0.32 0.3- ' no:. ..::, lu e.=0, .3 af::: 3 0.26 nof .. a h> ..: 4".... 0 0.24- u- 0.22, Flo O n . .t r 1.. _.... _. .. 0.18= to e= 01... ®/®.... 0.16. . 0.14- in 0.12. . 0.1 = .. _.i. .. i....... _. _... ....... .... 0.08 0.06= 0.04, 0.02 0' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment E4: Local to CB 5&6 Runoff = 1.79 cfs @ 12.09 hrs, Volume= 0.126 af, Depth> 2.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 23,248 98 Paved parking, HSG C 7,619 73 Woods, Fair, HSG C 30,867 92 Weighted Average 7,619 24.68% Pervious Area 23,248 75.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E4: Local to CB 5&6 Hydrograph 2 1.79 oft —Runoff Type III - r -Year Rainfal1=110IV Runoff r = 67 sf Run of e 0.126 of, U ...... ...._..__.. 1Runoff y 1 T&6.0 min 0... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 15 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC . Page 17 Summary for Subcatchment E5: Local to detention Pond Runoff = 0.35 cfs @ 12.10 hrs, Volume= 0.024 af, Depth> 1.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 3,351 98 Paved parking, HSG C 4,774 76 Woods/grass comb., Fair, HSG C 8,125 85 Weighted Average 4,774 58.76% Pervious Area 3,351 41.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 70 0.0700 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.2 50 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.8 120 Total Subcatchment E5: Local to detention Pond Hydrograph 0.38 0.35 cfs Runoff 0.34 0.32. .. ear 0.3- .. .. . .,.. . . __... rtfll= 1 ®® 0.28- .. .. ._..... __,. 0.26- Runoffl.. ra= ;125 Sf . 0.24.. .. r. _..... __ w 0.22 - un ff of U 3 0.2; u ff! e th>- u_ Flow L6ngth=120P 0.16 0.12 ®.. ® .. i n . 0.1 0.08 C. _.. 0.02-: 0 1 2 3 4 5 6 7 8 9, 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10 00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment E6: North Roof Runoff = 0.91 cfs @ 12.09 hrs, Volume= 0.071 af, Depth> 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 13,555 98 Roofs, HSG C 13,555 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E6: North Roof Hydrograph 0.91 cfs —Runoff III -h -Year Rainfa11- .10" Runoff rea=155 s w ofVole= of uno e >LL Tc=6.0 .min L I j, 0­ LL] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Pre Developed Type 11124-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment E7: Local to DPI Runoff = 0.74 cfs @ 12.23 hrs, Volume= 0.069 af, Depth> 0.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 43,458 73 Woods, Fair, HSG C 43,458 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 15 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 13.3 85 0.0500 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 70 0.0700 4.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 15.0 170 Total Subcatchment E7: Local to DP1 Hydrograph 0 74 cfs' 0.75 !. _.... _.. Runoff a Ill 24whr 0.65.., . ..... Year � 11 .1 " 0.55- f .. ..r = .' .. .s.f..__.. ..... 0.5 ..._! -- fi l a=0.060 af 0.45 3: 0.4 0.35-. .. Flow' L6hgth 17 0.3- 0,25.......... .. '""..1. .0 ..m. }n 0.2- .. ' 73 0.1 0.05i . 0" 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Pre Developed Type /// 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment E8: Local to DP2 Runoff = 0.30 cfs @ 12.32 hrs, Volume= 0.030 af, Depth> 1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 2,166 98 Paved'parking, HSG C 11,638 76 Woods/grass comb., Fair, HSG C 13,804 79 Weighted Average 11,638 84.31% Pervious Area 2,166 15.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 20 0.1500 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 19.6 80 0.0060 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.4 55 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 21.8 155 Total Subcatchment 8: Local to DP2 Hydrograph 0.32 ! . ... .... 0.30'cfs '. Runoff 0.3 0.28 TypO III - r 0.26 0.24- 2-Year a f _ = 0.22= .... _ rea=.. . ' s.f.. 0.2 0.18- Runoff QI G f _. 11 c 0.16 Runoff! :.. :. .. e t . ...... ®® LL 0.14- FloW Len t =1 ' 0.12 _. _. . 8 min : 0.08 0.04 0.02- 0= , . 1 2 3 4 5 6 7 8 9 10 11 12 1�3 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Pre Developed Type 11124-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 21 Summary for Reach DP1: North wetlands Inflow Area = 2.862 ac, 50.67% Impervious, Inflow Depth > 1.68" for 2-Year event Inflow = 5.08 cfs @ 12.11 hrs, Volume= 0.401 of Outflow 5.08 cfs @ 12.11 hrs, Volume= 0.401 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Reach DPI: North wetlands Hydrograph 5.08 cfs —Inflow 5 Outflow f 4 w c 3 __. 3 0 LL p 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Pre Developed Type 1/124-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 22 Summary for Reach DP2: Southwest wetlands Inflow Area = 0.317 ac, 15.69% Impervious, Inflow Depth > 1.15" for 2-Year event Inflow = 0.30 cfs @ 12.32 hrs, Volume= 0.030 of Outflow = 0.30 cfs @ 12.32 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt=.0.05 hrs Reach DP2: Southwest wetlands Hydrograph 0.32 0.30'cfs _ 0.3 ow Outflow I 0.28 _ _...... ft r _ . 0.26-1 0.24 _. 0.22 _.!. ._ _.. 0.18 0 0.16 u _. _... 0.14 _. 0.12 _. 0.1 _....... ... .:...... .. ......... 0.08 _.. 0.06. _....! 0.04 0.02' 0= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Pre Developed Type /// 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 23 Summary for Pond CB 3&4: Catchbasin 3 &4 Inflow Area = 0.658 ac, 80.30% Impervious, Inflow Depth > 2.29" for 2-Year event Inflow = 1.61 cfs @ 12.07 hrs, Volume= 0.126 of Outflow = 1.61 cfs @ 12.07 hrs, Volume= 0.126 af, Atten= 0%, Lag= 0.0 min Primary = 1.61 cfs @ 12.07 hrs, Volume= 0.126 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 251.84' @ 12.07 hrs Device Routing Invert Outlet Devices #1 Primary 251.04' 12.0" Round Culvert L= 110.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 251.04'/250.56' S= 0.0044 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=1.57 cfs @ 12.07 hrs HW=251.82' (Free Discharge) L1=Culvert (Barrel Controls 1.57 cfs @ 3.26 fps) Pond CB 3 : Catchbasin 3 Hydrograph 1'61 c€s —Inflow Primary lnfl6w' Peak Elev=251 .84' �' LL _ 0.012 ®, 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy - Pre Developed Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 24 Summary for Pond CB1&2: Catchbasin 12 Inflow Area = 0.383 ac, 66.15% Impervious, Inflow Depth > 1.97" for 2-Year event Inflow = 0.87 cfs @ 12.09 hrs, Volume= 0.063 of Outflow = 0.87 cfs @ 12.09 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Primary = 0.87 cfs @ 12.09 hrs, Volume= 0.063 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 254.83' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 254.35' 12.0" Round Culvert L= 95.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 254.35'/251.04' S= 0.0348 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.85 cfs @ 12.09 hrs HW=254.82' (Free Discharge) L1=Culvert (Inlet Controls 0.85 cfs @ 2.34 fps) Pond C1&2: Catchbasin 1 2 Hydrograph 0.95 _. Inflow 0.9 0.87 6fs d Primary 0.85 0.8 nl . . r .38 _. 0.75 0.7 0.65 ®1 0.6- w 0.55, ... 0.5 Round L vert- c 0.45 0.35' .. -_. Ow 0.3: _.. 0.25 ® ®.... 0.2. ®.. 0.15 0.1 .... 0'1 2 3. 4 5.. ,� 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Pre Developed Type 11124-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD810.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 25 Summary for Pond CB5 &6: Catchbasin 5 &6 Inflow Area = 1.367 ac, 77.72% Impervious, Inflow Depth > 2.21" for 2-Year event Inflow = 3.37 cfs @ 12.08 hrs, Volume= 0.251 of Outflow = 3.37 cfs @ 12.08 hrs, Volume= 0.251 af, Atten= 0%, Lag= 0.0 min Primary = 3.37 cfs @ 12.08 hrs, Volume= 0.251 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 252.56' @ 12.08 hrs Device Routing Invert Outlet Devices #1 Primary 250.56' 12.0" Round Culvert L= 139.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 250.56'/250.07' S= 0.0035 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=3.28 cfs @ 12.08 hrs HW=252.48' (Free Discharge) t-1=Culvert (Barrel Controls 3.28 cfs @ 4.17 fps) Pond C 5 U. Catchbasin 5 &6 Hydrograph 3.37 cfs7I i Inflow Primary Peak Elev=252.56 . Will I 0 = i ' 0-, .. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Pre Developed Type /// 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADS 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 26 Summary for Pond Det Pd: Detention Pond Inflow Area = 1.864 ac, 77.79% Impervious, Inflow Depth > 2.23" for 2-Year event Inflow = 4.63 cfs @ 12.08 hrs, Volume= 0.346 of Outflow = 4.60 cfs @ 12.10 hrs, Volume= 0.332 af, Atten= 1%, Lag= 0.9 min Primary = 4.60 cfs @ 12.10 hrs, Volume= 0.332 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 249.32' @ 12.10 hrs Surf.Area= 1,073 sf Storage= 913 cf Plug-Flow detention time= 33.2 min calculated for 0.332 of(96% of inflow) Center-of-Mass det. time= 17.4 min ( 770.5 - 753.1 ) Volume Invert Avail.Storage Storage Description #1 247.50' 4,545 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 247.50 0 0 0 248.00 224 56 56 250.00 1,510 1,734 1,790 251.00 4,000 2,755 4,545 Device Routing Invert Outlet Devices #1 Primary 249.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=4.59 cfs @ 12.10 hrs HW=249.32' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 4.59 cfs @ 1.43 fps) 2 Year Storm Event Bake N Joy- Pre Developed Type Ill 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 27 Pond Det Pd: Detention Pond Hydrograph 5 ... _........ 4 60 afs Inflow Primary Inflow r =1 . . PeA 1 = ' ., 3-...... .. _........ ............ .. :.......... _...... _. 0 FL : : O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 28 Summary for Pond DM 1: Drain manhole 1 Inflow Area = 1.367 ac, 77.72% Impervious, Inflow Depth > 2.21" for 2-Year event Inflow = 3.37 cfs @ 12.08 hrs, Volume= 0.251 of Outflow = 3.37 cfs @ 12.08 hrs, Volume= 0.251 af, Atten= 0%, Lag= 0.0 min Primary = 3.37 cfs @ 12.08 hrs, Volume= 0.251 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 251.36' @ 12.08 hrs Device Routing Invert Outlet Devices #1 Primary 250.07' 12.0" Round Culvert L= 18.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 250.07'/249.60' S= 0.0261 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.28 cfs @ 12.08 hrs HW=251.32' (Free Discharge) t-1=Culvert (Inlet Controls 3.28 cfs @ 4.17 fps) Pond DM 1: Drain manhole 1 Hydrograph 3.37 cfs Inflow —Primary Inflow r 1 .367 ac PeA El v ' ■ if . y� 2 Round Culvert _. O u 6=0.010 0.0261 1/1 0-1., .2 3.. . 4 .5. ..6 . ..7.. 8 .9. 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page_29 Summary for Pond DM 2: Drain manhole 2 Inflow Area = 0.311 ac,100.00% Impervious, Inflow Depth > 2.73" for 2-Year event Inflow = 0.91 cfs @ 12.09 hrs, Volume= 0.071 of Outflow = 0.91 cfs @ 12.09 hrs, Volume= 0.071 af, Atten= 0%, Lag= 0.0 min Primary = 0.91 cfs @ 12.09 hrs, Volume= 0.071 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 249.39' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 248.90' 12.0" Round Culvert L= 35.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 248.90'/248.40' S= 0.0143 '/' Cc= 0.900 n= 0.013 Cast iron, coated, Flow Area= 0.79 sf Primary OutFlow Max=0.89 cfs @ 12.09 hrs HW=249.38' (Free Discharge) L1=Culvert (Inlet Controls 0.89 cfs @ 2.37 fps) Pond DM 2: Drain manhole 2 Hydrograph 91 efs —Inflow Primary Inflow = Culvert12.0 Round O U_ 11=0.013 . ' S=0.0143 w/o 0- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Pre Developed Type /// 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10 00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment E1a: .5 southwest roof Runoff = 0.58 cfs @ 12.09 hrs, Volume= 0.046 af, Depth> 4.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" _ Area (sf) CN Description 5,889 98 Roofs, HSG C 5,889 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1a: .5 southwest roof Hydrograph 0.65 0.58 cfs _._. 0.6 Runoff 0.55 _._. TOO_I 1 r 0.5 0-Year aifll 507 0.45 _..... Runoff Area- 98 s 0.4 unoff lu e�-- . 6 of __ . 0.35 _.._ _... ...... 0.25- ®6. _. . s 98 _.. 0.15 _..._ _.. 0.1 0.05 ..... 01 2 3 4 5 6 7 8 9 1F0 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Pre Developed Type III 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment E1 b: .5 southwest roof Runoff = 0.58 cfs @ 12.09 hrs, Volume= 0.046 af, Depth> 4.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 5,889 98 Roofs, HSG C 5,889 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatch ent E1 b: .5 southwest roof Hydrograph 0.65- 0.6 0.58 cfs —._ Runoff 0.55 Type,_ � I. .. III 6 r 0.5- .. 1..0 50 salt aInfal.�.., . ;...._... _...__. n 0.45 .. . _.. _... u re f 0.4 _. ...... .... ... N al v 0.35- _.. _..._.. _.:.. i 0.3 LL . - a > 7". : 0.25 n... : 0.2 CN 0.15 0.1 0.05: 0�. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Pre Developed Type/1/ 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10 00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment E2: E2 local to CBI 2 Runoff = 0.82 cfs @ 12.09 hrs, Volume= 0.05.6 af, Depth> 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 5,144 98 Paved parking, HSG C 5,646 73 Woods, Fair, HSG C 10,790 85 Weighted Average 5,646 52.33% Pervious Area 5,144 47.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E2: E2 local to CBI 2 Hydrograph 0.9 0.82 cfs 0.85 _. _. uno 0. 0°5 ype..[I� hr _. 10-Year ai al1=40 0" 0.65 ' _...... 0.6- no re t a .1 ^ 0.55 ... ....... 0.5 no 0 0.45, .. u. of a th> ®7. ®® w 0.4 0.35 .... 111 __. . - 0.25 0.2- , 0.15 _.._ 0.1 0.05- _.... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Pre Developed Type 11124-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment EI Local to CB3 U Runoff = 0.68 cfs @ 12.02 hrs, Volume= 0.047 af, Depth> 4.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 6,096 98 Paved parking, HSG C 6,096 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 100 0.0174 1.28 Sheet Flow, Local to CB 3&4 Smooth surfaces n= 0.011 P2= 3.10" Subcatchment EI Local to CB3 U Hydrograph D.68 cfs —Runoff 0.65 Type HU r 0.6.... . 0.55 10-Year ainll= 0.5-. Runoff Area.=..6.006 Sf _ _ 0.45, Runoff Volume--0.047 afVolume--:. . : 0 0.4 Runoff pth, `0 0.35-... Flow0.3 Lon th=10b' 0.25 to a=Q. 1 '/ .. 0.2- _.. TC=1 . i rt 0.15- 98 0.1 W_.. 0.05.. ....... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Pre Developed Type 11124-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment E4: Local to CB 56 Runoff = 2.80 cfs @ 12.09 hrs, Volume= 0.201 af, Depth> 3.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 23,248 98 Paved parking, HSG C 7,619 73 Woods, Fair, HSG C 30,867 92 Weighted Average 7,619 24.68% Pervious Area 23,248 75.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 1Direct Entry, Subcatchment E4: Local to CB 5&6 Hydrograph 3.. .. -278 ofs —Runoff Type III 4- r 1 0-Year aill= 5 " 2 unof ':Area w uno f o.l e= 1 Runoff,ir " LL in 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment E5: Local to detention Pond Runoff = 0.61 cfs @ 12.10 hrs, Volume= 0.042 af, Depth> 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 3,351 98 Paved parking, HSG C 4,774 76 Woods/grass comb., Fair, HSG C 8,125 85 Weighted Average 4,774 58.76% Pervious Area 3,351 41.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 70 0.0700 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.2 50 0.0800 4.55 Shallow Concentrated Flow, _ Unpaved Kv= 16.1 fps 6.8 120 Total Subcatchment E5: Local to detention Pond Hydrograph 0.65. !.. '0.61 cfs Runoff 0.6 . _.. .. e ll1 _. - r 0.55 .. _ _- I ®® 0.5..... ..1 . .. ®.. a..r a i ' ..1.l.® *. .. 0.45= Runoff r . 91.2 S f .... y0.47 Runoffolu e4 ® of w 0.351 _... ! ... .._ 3 : 7 LL 0.3 1 .... _. 0.25.:. _.._.. F Len 0.2 C= . i n 0.15 CN=185 0.05 0 il 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Pre Developed Type /// 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page_36 Summary for Subcatchment E6: North Roof Runoff = 1.34 cfs @ 12.09 hrs, Volume= 0.105 af, Depth> 4.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 13,555 98 Roofs, HSG C 13,555 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E6: North Roof Hydrograph 1,34 Cfs —Runoff Type III 24-hr 10-Year ain 11= 0" 1Runoff Area=13;55 Sf_ Runoff Volume*0.105 of U Runoff a >4.07" Tc= i Lj 0 . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Pre Developed Type 1/124-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment E7: Local to DPI Runoff = 1.64 cfs @ 12.22 hrs, Volume= 0.145 af, Depth> 1.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 43,458 73 Woods, Fair, HSG C 43,458 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 15 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 13.3 85 0.0500 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 70 0.0700 4.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 15.0 170 Total Subcatchment E7: Local to DPI Hydrograph 'i 1,64 cfs! —Runoff Type III. - r 10 - ear Rainfall' 5 : re = 4 Runoff I_ .. 1 _ of Runoff Depth>1..7 Flow L gt 17 ' Tc=15.0 min =7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 8: Local to DP2 Runoff = 0.57 cfs @ 12.31 hrs, Volume= 0.058 af, Depth> 2.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 2,166 98 Paved parking, HSG C 11,638 76 Woods/grass comb., Fair, HSG C 13,804 79 Weighted Average 11,638 84.31% Pervious Area 2,166 15.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 20 0.1500 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 19.6 80 0.0060 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.4 55 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 21.8 155 Total Subcatchment 8: Local to DP2 Hydrograph 0.6 0.57'cis ......._ ....0.55 ype LI 1 4- r _ 0.5 - ail 0.45 0.4 ra- , 04 u of 0.35._ ....... 3 ®® 0 0.3- n e _.... 0.25, Flow Lenqth=155 0.2- C® 1 . In _. 0.15 0.05.. 0' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Pre Developed Type III 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 39 Summary for Reach DP1: North wetlands Inflow Area = 2.862 ac, 50.67% Impervious, Inflow Depth > 2.83" for 10-Year event Inflow = 8.30 cfs @ 12.11 hrs, Volume= 0.675 of Outflow = 8.30 cfs @ 12.11 hrs, Volume 0.675 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Reach DP1: North wetlands Hydrograph 9- .. 8 30 cfs —Inflow Outflow 8- of - 6_.. N v- .... .._ .. ... ...... _ ....... ...... 0 LL .... ..... .. .... ... ....... .. .................... 3 .... _...... 0 3... 4 5 6 10.. 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 40 Summary for Reach DP2: Southwest wetlands Inflow Area = 0.317 ac, 15.69% Impervious, Inflow Depth > 2.20" for 10-Year event Inflow = 0.57 cfs @ 12.31 hrs, Volume= 0.058 of Outflow = 0.57 cfs @ 12.31 hrs, Volume= 0.058 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Reach DP2: Southwest wetlands Hydrograph 0.6 __........ 0.57icfs!. ...... —Inflow _. —Outflow 0.55 ...... . ..... .... .. _i..®. _. aq InfloW 31 0.5 0.45 .....:. 0.4 _ 0.35 o0.3 ........... _. . _._. LL 0.25 0.2 0.15 _. 0.1 0.05 — 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 41 Summary for Pond CB 3&4: Catchbasin 3 &4 Inflow Area = 0.658 ac, 80.30% Impervious, Inflow Depth > 3.56" for 10-Year event Inflow = 2.48 cfs @ 12.07 hrs, Volume= 0.195 of Outflow = 2.48 cfs @ 12.07 hrs, Volume= 0.195 af, Atten= 0%, Lag= 0.0 min Primary = 2.48 cfs @ 12.07 hrs, Volume= 0.195 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 252.13' @ 12.07 hrs Device Routing Invert Outlet Devices #1 Primary 251.04' 12.0" Round Culvert L= 110.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 251.04'/250.56' S= 0.0044 T Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=2.41 cfs @ 12.07 hrs HW=252.11' (Free Discharge) L1=Culvert (Barrel Controls 2.41 cfs @ 3.57 fps) Pond CIB 3 : Catchbasin 3 U Hydrograph 2.48 Gfs —Inflow —Primary nfl = 2 _ , L - . _ .... w Round l Vert a n-0.012 LL = 1 S=0.0044 T 0... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Pre Developed Type /// 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 42 Summary for Pond CB1 2: Catchbasin 1&2 Inflow Area = 0.383 ac, 66.15% Impervious, Inflow Depth > 3.20" for 10-Year event Inflow = 1.40 cfs @ 12.09 hrs, Volume= 0.102 of Outflow = 1.40 cfs @ 12.09 hrs, Volume= 0.102 af, Atten= 0%, Lag= 0.0 min Primary = 1.40 cfs @ 12.09 hrs, Volume= 0.102 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 254.98' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 254.35' 12.0" Round Culvert L= 95.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 254.35'/251.04' S= 0.0348 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.37 cfs @ 12.09 hrs HW=254.97' (Free Discharge) L1=Culvert (Inlet Controls 1.37 cfs @ 2.68 fps) Pond CBI&2: Catchbasin 1&2 Hydrograph 1,40 cfs m Inflow Primary lnl Ir a= . PeOk v . ' .0 CulVert _O _ .010 IL = ' S=0.0348 70: .77 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1 0 8 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Pre Developed Type ///24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 IydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 43 Summary for Pond CB5 &6: Catchbasin 5 &6 Inflow Area = 1.367 ac, 77.72% Impervious, Inflow Depth > 3.48" for 10-Year event Inflow = 5.23 cfs @ 12.08 hrs, Volume= 0.397 of Outflow = 5.23 cfs @ 12.08 hrs, Volume= 0.397 af, Atten= 0%, Lag= 0.0 min Primary = 5.23 cfs @ 12.08 hrs, Volume= 0.397 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 254.65' @ 12.08 hrs Device Routing Invert Outlet Devices #1 Primary 250.56' 12.0" Round Culvert L= 139.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 250.56'/250.07' S= 0.0035 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=5.09 cfs @ 12.08 hrs HW=254.47' (Free Discharge) t-1=Culvert (Barrel Controls 5.09 cfs @ 6.48 fps) Pond CB5 6: Catchbasin 5 &6 Hydrograph 5.23 cfs ®Inflow Primary : 5_ ' fl ow Area=1'.367q' c 4 _... ■ ®® Round Culvert o i. .. ... 3 o LL 2 _ =1 S=0.0035 T 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy - Pre Developed Type /I/ 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 44 Summary for Pond Det Pd: Detention Pond Inflow Area = 1.864 ac, 77.79% Impervious, Inflow Depth > 3.51" for 10-Year event Inflow 7.16 cfs @ 12.08 hrs, Volume= 0.545 of Outflow = 7.14 cfs @ 12.10 hrs, Volume= 0.530 af, Atten= 0%, Lag= 0.8 min Primary = 7.14 cfs @ 12.10 hrs, Volume= 0.530 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 249.43' @ 12.10 hrs Surf.Area= 1,140 sf Storage= 1,028 cf Plug-Flow detention time= 24.5 min calculated for 0.530 of(97% of inflow) Center-of-Mass det. time= 13.4 min ( 758.3 - 744.9 ) Volume Invert Avail.Storage Storage Description #1 247.50' 4,545 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 247.50 0 0 0 248.00 224 56 56 250.00 1,510 1,734 1,790 251.00 4,000 2,755 4,545 Device Routing Invert Outlet Devices #1 Primary 249.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=7.09 cfs @ 12.10 hrs HW=249.42' (Free Discharge) t-1=Broad-Crested Rectangular Weir (Weir Controls 7.09 cfs @ 1.68 fps) 10 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 H droCAD Software Solutions LLC Page 45 Pond Det Pd: Detention Pond Hydrograph 8 714 cfs —Inflow Primary 7 1 n1fl6wr =1 . 6 _ I w ........... a :.............. 5 Stow -1,028 Cf _. 4 o LL 2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 46 Summary for Pond DM 1: Drain manhole 1 Inflow Area = 1.367 ac, 77.72% Impervious, Inflow Depth > 3.48" for 10-Year event Inflow = 5.23 cfs @ 12.08 hrs, Volume= 0.397 of Outflow = 5.23 cfs @ 12.08 hrs, Volume= 0.397 af, Atten= 0%, Lag= 0.0 min Primary = 5.23 cfs @ 12.08 hrs, Volume= 0.397 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 252.47' @ 12.08 hrs Device Routing Invert Outlet Devices #1 Primary 250.07' 12.0" Round Culvert L= 18.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 250.07'/249.60' S= 0.0261 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=5.09 cfs @ 12.08 hrs HW=252.38' (Free Discharge) t--1=Culvert (Inlet Controls 5.09 cfs @ 6.48 fps) Pond DIVI 1: Drain manhole 1 Hydrograph 5.23 cfs Inflow Primary _..,. f 1367 Peak Elev=2, 52.47' ! 12.0 JT p o LL n=0.010 1 ® T: • I p- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Pre Developed Type III 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 47 Summary for Pond DM 2: Drain manhole 2 Inflow Area = 0.311 .ac,100.00% Impervious, Inflow Depth > 4.07" for 10-Year event Inflow = 1.34 cfs @ 12.09 hrs, Volume= 0.105 of Outflow = 1.34 cfs @ 12.09 hrs, Volume= 0.105 af, Atten= 0%, Lag= 0.0 min Primary = 1.34 cfs @ 12.09 hrs, Volume= 0.105 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 249.51' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 248.90' 12.0" Round Culvert L= 35.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 248.90'/248.40' S= 0.0143 '/' Cc= 0.900 n= 0.013 Cast iron, coated, Flow Area= 0.79 sf Primary OutFlow Max=1.30 cfs @ 12.09 hrs HW=249.50' (Free Discharge) L1=Culvert (Inlet Controls 1.30 cfs @ 2.64 fps) Pond DM 2: Drain manhole Hydrograph 1134 cfs ®Inflow Primary l = Peak = . ' Round I 3 0 U_ Lj ®/® S=0.0143 . 0... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment E1a: .5 southwest roof Runoff = 0.84 cfs @ 12.09 hrs, Volume 0.067 af, Depth> 5.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 5,889 98 Roofs, HSG C 5,889 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1a: .5 southwest roof Hydrograph 0.9 0.84 efs —Runoff 0.85 o.aType.fl -hr0.75 ._. _. 100-Year RainM11=6ZO®® 0.65' ....... unoff Area= sf__ l 0.55. ..Runoff Volume*0.067...- ............ ...... _... 0.5 0 0.45 Runoff et >SI . .. LL 0.4 �+ 0.35 C V. i _. 0.3CN .. . 0.25 ....................... 0.2 _._ __..._ 0.1.. .. _.... _......i . . ..._.. _.. 0.05 _.i.... .. ......_ 0-- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy- Pre Developed Type 1/124-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 49 Summary for Subcatchment E1 b: .5 southwest roof Runoff = 0.84 cfs @ 12.09 hrs, Volume= 0.067 af, Depth> 5.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 5,889 98 Roofs, HSG C 5,889 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 b: .5 southwest roof Hydrograph 0.9. _ i.. _.... g84cfs- Runoff 0.85. .. 0.8..._. . _. y 1 r . ... 0.75, 1 0--,Year ai.00= 0.65. u off;. r 9 _.._... w 0.55; u _ lume 4 067 of _.......... ......... 0.5 _... c 0.45 .. Runoff .. _. LL 0.4- _ _.. 0.35. .. T� i 0.3. CN--98 ! _..... _.. 0.25 ... 0.05. .... _.. 0= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 50 Summary for Subcatchment 2: E2 local to CB1&2 Runoff = 1.32 cfs @ 12.09 hrs, Volume= 0.093 af, Depth> 4.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 5,144 98 Paved parking, HSG C 5,646 73 Woods, Fair, HSG C 10,790 85 Weighted Average 5,646 52.33% Pervious Area 5,144 47.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2: E2 local to C1 Wydrograph 1.32 cfs —Runoff Type III 4{-hr 100-Year ainall=6.5 " 1 uno# _ra= 99 s _ Runoff e= . V , Runoff tM> 1,. LL TC=6.0 min 0..11.. 2 3 4 5 . . 7 8 9 .. 10 11. 12 .,13 ..1; . .. 4 15 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment E3: Local to CB3 U Runoff = 0.98 cfs @ 12.02 hrs, Volume= 0.070 af, Depth> 5.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 6,096 98 Paved parking, HSG C 6,096 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 100 0.0174 1.28 Sheet Flow, Local to CB 3&4 Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 3: Local to C133 U Hydrograph 1 .. 0 98 cfs _ Runoff Type' 111 - r 1 -Year inall= . ' Runoff re = , 6 s Runoff l a=0. of 3 noff a t >5. " 0 LL to Length=1 ' to = 1 c=1. i 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment E4: Local to CB 5&6 Runoff = 4.21 cfs @ 12.09 hrs, Volume= 0.312 af, Depth> 5.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 23,248 98 Paved parking, HSG C 7,619 73 Woods, Fair, HSG C 30,867 92 Weighted Average 7,619 24.68% Pervious Area 23,248 75.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E4: Local to CB 56 Hydrograph 4.21 Cfs I —Runoff 4- TYo.e....11I 4® ...... 10 -Year i fall=6.5 " Runoffrea=3 ,.8. $ Runoff Volume-0.312of Runoff e = . in 0.. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy- Pre Developed Type III24-hr 100-Year Rainfall4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 53 Summary for Subcatchment 5: Local to detention Pond Runoff = 0.98 cfs @ 12.10 hrs, Volume= 0.070 af, Depth> 4.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 3,351 98 Paved parking, HSG C 4,774 76 Woods/grass comb., Fair, HSG C 8,125 85 Weighted Average 4,774 58.76% Pervious Area 3,351 41.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 70 0.0700 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.2 50 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.8 120 Total Subcatchment E5: Local to detention Pond Hydrograph 1 ..... ........ 098cfs .._ Y III - r - ear inall= " Runoff re ,1 S Z.- f ' l Runoff > 1 Len t = ' C= . i Runoff 011 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy- Pre Developed Type /// 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10 00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment E6: North Roof Runoff = 1.94 cfs @ 12.09 hrs, Volume= 0.155 af, Depth> 5.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 13,555 98 Roofs, HSG C 13,555 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E6: North Roof Hydrograph 1,94 cfs - 2 Runoff ye p III 4- r -Year inall= . " Runoff re: a 13 555sf ' f Vol u = .155 afRun o eth . _ ...... LL TC=6.0 min 6 1 2 3 4 5 6 7 8 9 10 11 12 1E3 1' 4 15 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment E7: Local to DP1 Runoff = 3.09 cfs @ 12.21 hrs, Volume= 0.271 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 43,458 73 Woods, Fair, HSG C 43,458 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 15 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 13.3 85 0.0500 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 70 0.0700 4.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 15.0 170 Total Subcatchment E7: Local to DP1 Hydrograph 3.09 cfs —Runoff 3......._. e III - r 1 - in all 1' 2- Runoff 1. .. = _. U 0 Runoff: De'pth>3.26 LL Flow Length=170' 1- =_ .in_ 3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment 8: Local to DP2 Runoff = 0.99 cfs @ 12.30 hrs, Volume= 0.102 af, Depth> 3.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 2,166 98 Paved parking, HSG C 11,638 76 Woods/grass comb., Fair, HSG C 13,804 79 Weighted Average 11,638 84.31% Pervious Area 2,166 15.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 20 0.1500 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 19.6 80 0.0060 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.4 55 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 21.8 155 Total Subcatchent E8: Local to DP2 Hydrograph 0,991cfs-- —Runoff Type' III - r ar i 1= , Runoff:Area-- :. yRunoff Volullrne_0.102 U Depth>31.85®, O LL TC=21 .8 min 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy- Pre Developed Type ///24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydrOCAD Software Solutions LLC Page 57 Summary for Reach DP1: North wetlands Inflow Area = 2.862 ac, 50.67% Impervious, Inflow Depth > 4.57" for 100-Year event Inflow = 13.02 cfs @ 12.11 hrs, Volume= 1.091 of Outflow = 13.02 cfs @ 12.11 hrs, Volume= 1.091 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Reach DPI: North wetlands Hydrograph 14 13 02 ofs --Inflow 13 _._ —Outflow - i 10 ...._. _....! _..... - i_._... _. _.. —. 9 ._... _..__..... _.. w g. .._. _. _... .............. 3 7 0 LL i 5 _.. _ ._. ....... 3, ........ _:.._ __... _.. _..... 2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy - Pre Developed Type Ill 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 58 Summary for Reach DP2: Southwest wetlands Inflow Area = 0.317 ac, 15.69% Impervious, Inflow Depth > 3.85" for 100-Year event Inflow = 0.99 cfs @ 12.30 hrs, Volume= 0.102 of Outflow = 0.99 cfs @ 12.30 hrs, Volume= 0.102 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Reach DP2: Southwest wetlands Hydrograph 0.99 cfs —Inflow Outflow 1016w Area=0.317 0 u. 0 . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 59 Summary for Pond CB 3&4: Catchbasin 3 &4 Inflow Area = 0.658 ac, 80.30% Impervious, Inflow Depth > 5.42" for 100-Year event Inflow = 3.73 cfs @ 12.07 hrs, Volume= 0.297 of Outflow = 3.73 cfs @ 12.07 hrs, Volume= 0.297 af, Atten= 0%, Lag= 0.0 min Primary = 3.73 cfs @ 12.07 hrs, Volume= 0.297 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 253,11' @ 12.07 hrs Device Routing Invert Outlet Devices #1 Primary 251.04' 12.0" Round Culvert L= 110.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 251.04'/250.56' S= 0.0044 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=3.63 cfs @ 12.07 hrs HW=253.03' (Free Discharge) L1=Culvert (Barrel Controls 3.63 cfs @ 4.62 fps) Pond CB 3&4: Catchbasin 3 Hydrograph 4 _... 3 73 cfs —Inflow Primary lnfl6w' = 3 _ l _ ,1 " v 3 2 _._ .......... o LL = ' ' 1.,, .......ST"0.0044 1/0 0- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy- Pre Developed Type Ill 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 1 1/1 31201 4 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page_60 Summary for Pond C 1 2: Catchbasin 1&2 Inflow Area = 0.383 ac, 66.15% Impervious, Inflow Depth > 5.02" for 100-Year event Inflow = 2.17 cfs @ 12.09 hrs, Volume= 0.160 of Outflow = 2.17 cfs @ 12.09 hrs, Volume= 0.160 af, Atten= 0%, Lag= 0.0 min Primary = 2.17 cfs @ 12.09 hrs, Volume= 0.160 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 255.18' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 254.35' 12.0" Round Culvert L= 95.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 254.35'/251.04' S= 0.0348 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.11 cfs @ 12.09 hrs HW=255.17' (Free Discharge) L1=Culvert (Inlet Controls 2.11 cfs @ 3.08 fps) Pond C1 2: Catchbasin 1 2 Hydrograph 2.17 cfs —Inflow —Primary 2 inflow a= PeA l j 1 . 3 e 0 LL 1 .. . S=0.0348 1/0 0"1 2 3 4 5 6 .7 8.. 9. ..10. . .11. ..12 13 . . 14 . 1' 5 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 61 Summary for Pond CB5 &6: Catchbasin 5 &6 Inflow Area = 1.367 ac, 77.72% Impervious, Inflow Depth > 5.35" for 100-Year event Inflow = 7.88 cfs @ 12.08 hrs, Volume= 0.609 of Outflow = 7.88 cfs @ 12.08 hrs, Volume= 0.609 af, Atten= 0%, Lag= 0.0 min Primary = 7.88 cfs @ 12.08 hrs, Volume= 0.609 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 259.18' @ 12.08 hrs Device Routing Invert Outlet Devices #1 Primary 250.56' 12.0" Round Culvert L= 139.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 250.56'/250.07' S= 0.0035 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=7.66 cfs @ 12.08 hrs HW=258.77' (Free Discharge) L1=Culvert (Barrel Controls 7.66 cfs @ 9.75 fps) Pond CB5 6: Catchbasin 5 U Hydrograph —I ...... _ 7188 cfs 8... of I ow Primary infl6w Area=l".367 Peak . 1 . ®® w 5Y .... i_2 4- ._. ...._.._ .......- -__ ...._._ -___ _.. ...... 3 ® :. 012 3. .. ®._......_._ _.__. i 2.. ._..... . ... ..r. . l , ...74 _. _. _........ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 62 Summary for Pond Det Pd: Detention Pond Inflow Area = 1.864 ac, 77.79% Impervious, Inflow Depth > 5.37" for 100-Year event Inflow = 10.77 cfs @ 12.08 hrs, Volume= 0.834 of Outflow = 10.76 cfs @ 12.10 hrs, Volume= 0.820 af, Atten= 0%, Lag= 0.7 min Primary = 10.76 cfs @ 12.10 hrs, Volume= 0.820 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 249.55' @ 12.10 hrs Surf.Area= 1,218 sf Storage= 1,171 cf Plug-Flow detention time= 17.7 min calculated for 0.818 of(98% of inflow) Center-of-Mass det. time= 10.1 min ( 747.4- 737.3 ) Volume Invert Avail.Storage Storage Description #1 247.50' 4,545 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 247.50 0 0 0 248.00 224 56 56 250.00 1,510 1,734 1,790 251.00 4,000 2,755 4,545 Device Routing Invert Outlet Devices #1 Primary 249.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=10.63 cfs @ 12.10 hrs HW=249.54' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 10.63 cfs @ 1.96 fps) 100 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 63 Pond Det Pd: Detention Pond Hydrograph 12­ 11 of ow .76 cfs - 1 b I I —Primary -_ __ _1 = ®_ F s r =1 ,1 1 Cf 7- __. ... 3 6_ .._. _....._ 0 u5.......... __...... -- _ 4 - 3 2- _..._.! ...... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy- Pre Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 64 Summary for Pond DM 1: Drain manhole 1 Inflow Area = 1.367 ac, 77.72% Impervious, Inflow Depth > 5.35" for 100-Year event Inflow = 7.88 cfs @ 12.08 hrs, Volume= 0.609 of Outflow = 7.88 cfs @ 12.08 hrs, Volume= 0.609 af, Atten= 0%, Lag= 0.0 min Primary = 7.88 cfs @ 12.08 hrs, Volume= 0.609 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 254.88' @ 12.08 hrs Device Routing Invert Outlet Devices #1 Primary 250.07' 12.0" Round Culvert L= 18.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 250.07'/249.60' S= 0.0261 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=7.66 cfs @ 12.08 hrs HW=254.67' (Free Discharge) L1=Culvert (Inlet Controls 7.66 cfs @ 9.75 fps) Pond DIVI 1: Drain manhole 1 Hydrograph 8 Primary 7.88 cfs 1hf I I 7- l ra=1 . Peak I v 1 _ ® ®I . y 5- RoOnd r 3 3- =1 ..®. _........ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1'7 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy - Pre Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 65 Summary for Pond DM 2: Drain manhole 2 Inflow Area = 0.311 ac,100.00% Impervious, Inflow Depth > 5.98" for 100-Year event Inflow = 1.94 cfs @ 12.09 hrs, Volume= 0.155 of Outflow = 1.94 cfs @ 12.09 hrs, Volume= 0.155 af, Atten= 0%, Lag= 0.0 min Primary = 1.94 cfs @ 12.09 hrs, Volume= 0.155 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 249.67' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 248.90' 12.0" Round Culvert L= 35.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 248.90'/248.40' S= 0.0143 '/' Cc= 0.900 n= 0.013 Cast iron, coated, Flow Area= 0.79 sf Primary OutFlow Max=1.88 cfs @ 12.09 hrs HW=249.66' (Free Discharge) L1=Culvert (Inlet Controls 1.88 cfs @ 2.96 fps) Pond DIVI 2: Drain manhole 2 Hydrograph 2... _.._ _.. _....... !_.. . 194 cfs ... --Inflow —Primary r Round Cul r S=0.0143 T 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P2 thwest roof Proposed new roof cs P3, New cathbasin P3 local to new cs catchbasin CB' C 5 Local to CB 6 P5 ce CB: North Roof New par ing area Catcsin 6 h a M 1 M 2 par Drain m nhole 1 D in manhole 2 CB 7& new parking P1fl` P Local t DP2 Local to existing Local to new sedimennt detention Pond forebay/detentiond Det Pd In basin Existing Detention Pond ediment Forebay/ (I�) Infiltration Basin Local to DP1 41 DP2, Southwest wetlands North wetlands ,SUbcaf Reach Pon Ink Routing Diagram for Bake N Joy-Post Developed \ Prepared by The Morin-Cameron Group, Inc., Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC 2 Year Storm Event Bake N Joy- Post Developed Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD810.00 s/n 00401 ©2011 H droCAD Software Solutions LLC Page 68 Summary for Subcatchment 1: Southwest roof Runoff = 0.81 cfs @ 12.08 hrs, Volume= 0.062 af, Depth> 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 11,777 98 Roofs, HSG C 11,777 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1: Southwest roof Hydrograph 0.9 0.85 p.81 cfs —Runoff 0.8 ... . .......... 0.75= eI ...I .. ; r 0.7 sY r' Ral0II 1 " 0.65= 0.6' .._..Runoff r 1 7,77 s 0.55 .. -- u. f . 3 0.45 t ;- . ®®... 0.35- . 1 __ ... 0.3. ...... _. _.. _.... 0.25- _ _.... 0.2 _ 0.15 0.1•. .. 0.05w... 0- . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type/1/ 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10.00 s/n 00401 ©2011 H droCAD Software Solutions LLC Page 69 Summary for Subcatchment P10: Local to DP2 Runoff = 0.24 cfs @ 12.32 hrs, Volume= 0.025 af, Depth> 1.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 2,166 98 Paved parking, HSG C 8,472 76 Woods/grass comb., Fair, HSG C 10,638 80 Weighted Average 8,472 79.64% Pervious Area 2,166 20.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 20 0.1500 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 19.6 80 0.0060 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.4 55 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 21.8 155 Total Subcatchment P10: Local to DP2 Hydrograph 0.27. _... 0.26 _. 0.25 __.. .. ;_... 0.24 cfs 0.24= _... 0.23 } , 0.22- 0.21 Ty Q:.:1..�1{ - :::: _. _...' _... r i _ 31 ._._ 0.2 0.19- ._ . 0.18 RunoffCe =1 , _. 0.16 _.. w 0.15- u ff of - of 0.14 3 0.13 Runoff ept . . 1 0.12 0.11 Flow.. Y 0.1.. 0,09 0.08' C+ min 0.07 0.06 0.05 0.04- 0.03_: 0.02.. 0.01-' p 1 2 3 4 5 7 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type/1/24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 70 Summary for Subcatchment P2: Proposed new roof Runoff = 0.78 cfs @ 12.08 hrs, Volume= 0.059 af, Depth> 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 11,231 98 Roofs, HSG C 11,231 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: Proposed new roof Hydrograph 0.85 _.. : 0.8- i__.._ 0.78 cfs Runoff 0.75 ... __...... 0.7 Ty e III - r _ _ _. 0.65 .. r... . Itl.l .1..0®® _.._.. . _... 0.6.. . __. ..._._ un 0.55 f r 11, -s ' I w o.5, ._... Runoff u e= 0.45Run .. _. ...... _0 0.4 f_ a ':- a 0.35.: .. Ci® 1. .... _.. 0.3 _ ._. .. .... 0.2 _... 0.15= .. 0.1 0.05W 0 . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type /// 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 71 Summary for Subcatchment 133: P3 local to new catchbasin Runoff = 0.95 cfs @ 12.14 hrs, Volume= 0.074 af, Depth> 1.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 13,258 98 Paved parking, HSG C 6,623 74 >75% Grass cover, Good, HSG C 19,881 90 Weighted Average 6,623 33.31% Pervious Area 13,258 66.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 30 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.3 10 0.0100 0.65 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 1.5 100 0.0050 1.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.3 160 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 10.4 300 Total Subcatchent 3: P3 local to new catchbasin Hydrograph 0.95 efs —Runoff Type III r e r ai II= .1 Area=19,881 V Runoffe 1 . LL T.0 = i 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type /// 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 72 Summary for Subcatchment P4: Local to CB 6 Runoff = 1.16 cfs @ 12.11 hrs, Volume= 0.086 af, Depth> 2.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 16,146 98 Paved parking, HSG C 1,350 73 Woods, Fair, HSG C 2,795 74 >75% Grass cover, Good, HSG C 20,291 93 Weighted Average 4,145 20.43% Pervious Area 16,146 79.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.3 20 0.0100 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 1.8 25 0.2400 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 1.0 150 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.1 195 Total Subcatchment : Local to CB 6 Hydrograph 1.16 cfs: —Runoff Type III 24-hr 1 2 YearRainfall=310" Runoff Area=20,291 sf w Runoff V61ume=0j06'6 of V 3 Runoffa " O 'I =1 r c= .1' min o-. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type H/ 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 73 Summary for Subcatchment P5: New parking area Runoff = 0.85 cfs @ 12.08 hrs, Volume= 0.064 af, Depth> 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 12,297 98 Paved parking, HSG C 12,297 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5: New parking area Hydrograph 0.95- 0.9 _.... _... _ : : 0.85 cfs Runoff 0.85 0.8 pe 111 2. -h_r.. 0.75 _._ _. ,..... __: .. -Year. Unfall 3A O ' 0.65. Runoff re2,21 s 0.6 w 0.55 Runoff V61u'm ' 0.5 0 0.45 Runoff 6t " _.. a 0.4 y... 0.35_ C V.O. .. in 0.3. ..CN 0.25- 0.2 0.15.. _.._. 0.1 0.05 J...._.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type/1/ 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Pape 74 Summary for Subcatchment P6: North Roof Runoff = 0.94 cfs @ 12.08 hrs, Volume= 0.071 af, Depth> 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 13,555 98 Roofs, HSG C 13,555 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P6: North Roof Hydrograph 1- .... .......... 0.94 cfs Runoff Type III 4- r -Year;Rainfall' 1 Runoff Area=1 3, z. Runoff olu e= 7 Runoff a th . 'LL =6 min 0- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type /// 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 75 Summary for Subcatchment P7: Local to new sedimennt forebay/detentiond basin Runoff = 0.33 cfs @ 12.10 hrs, Volume= 0.023 af, Depth> 0.88" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 13,377 74 >75% Grass cover, Good, HSG C 13,377 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P7: Local to new sedimennt forebay/detentiond basin Hydrograph 0.36 0.34 _... 0.33 Ruoff 0.32 0.3 Typ Q. 1 _ - r.... _. 0.28 _.. 2-Year Rainfall. 3$10 0.26 0.24 off rear13,1 7 s 0.22 _. __ _. - uno V. a . of N 0.2 3 0.18 Runoff a t 0 0.14. I;C.._6. mi . 0.12 ._.. _.. CN"74 0.1 _ 0.08 0.06- 0.04 ..... _...: ....... 0.02 ......... L._... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 76 Summary for Subcatchment P8: Local to existing detention Pond Runoff = 0.36 cfs @ 12.10 hrs, Volume= 0.024 af, Depth> 1.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 3,351 98 Pav,ed parking, HSG C 4,774 76 Woods/grass comb., Fair, HSG C 8,125 85 Weighted Average 4,774 58.76% Pervious Area 3,351 41.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 70 0.0700 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.2 50 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.8 120 Total Subcatchment P8: Local to existing detention Pond Hydrograph 0.38' .. _. _...... _.. 0.36 oft Runoff 0.36: _.. 0.34 - _. _ tl __ r 0.32 0.3 _ Year: Rnfalai t . ;.... _.__ . .__.... 0.26. Runoff Are&& 0.24- _...._ w 0.22, u I .._ . f U 3 0.2- Runoff ...t ". ° 0.18.: .. _........ 0.16, Flow Len t -7.2 ®._- _.. . 0.14-... ....... _.. _... 0.12 1 ' .. 0.1= 0.08-:. ......... .........._ 0.06-1 0.04.: .. _....... _. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type ///24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 77 Summary for Subcatchment 9: Local to DP1 Runoff = 0.31 cfs @ 12.20 hrs, Volume= 0.028 af, Depth> 0.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 17,301 73 Woods, Fair, HSG C 17,301 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 5 0.0200 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 12.0 75 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 13.3 80 Total Subcatchment P9: Local to DPI Hydrograph 0.32 0.31 cfs ,...._. ' Runoff 0.3 TYpe ®hr . ............. 0.28 0.26. . ea.r..Ufall.- .�.1.0®® . ;......_ ;... . ;__...... ;... _.. 0.24 uno Area * 10 Sf 0.22 _. . . N 0.2- Runoff- -plume= '. of 0.18 ... 3Runoff0 0.16 t _ ._ . .................... u 0.14. t 0.12 1 _. __'n 0.1 __..._. _... .� .. 0.087CN i.....-_ 0.061 0.04-. 0.02= ! _. 0= ., 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type ///24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 78 Summary for Reach DPI: North wetlands Inflow Area = 2.935 ac, 63.84% Impervious, Inflow Depth > 1.59" for 2-Year event Inflow = 5.04 cfs @ 12.11 hrs, Volume= 0.389 of Outflow = 5.04 cfs @ 12.11 hrs, Volume= 0.389 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Reach D1: North wetlands Hydrograph 5.04 cfs - Inflow 5 Outflow Inflowr = . 4 N 0 LL p 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Sake N Joy- Post Developed Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 79 Summary for Reach DP2: Southwest wetlands Inflow Area = 0.244 ac, 20.36% Impervious, Inflow Depth > 1.21" for 2-Year event Inflow = 0.24 cfs a@ 12.32 hrs, Volume= 0.025 of Outflow = 0.24 cfs @ 12.32 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Reach DP2: Southwest wetlands Hydrograph 0.27_ _...... _... _. 0.26 _. 0.25 _. _.. 0.24 cfs --Inflow 0.24' __. ®Outflow 0.23 0.2 _. _.. . ...... _ 0.19_ _. .. .._.._. __ .._.. 0.18; _. 0.17 _... _.. 0.16 w 0.15; 0.14 _....: 0 0.13. .- ... a 0.12 0.11 __. 0.1 _ _. _..... 0.09 0.08 i... _.. ..._ ..... _ _... 0.07 _ _... _.. 0.06 0.05 0.04 _..... . 0.03 _....... 0.02 _.... 0.01 _. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 80 Summary for Pond C : New catchbasin Inflow Area = 0.528 ac,100.00% Impervious, Inflow Depth > 2.73" for 2-Year event Inflow = 1.59.cfs @ 12.08 hrs, Volume= 0.120 of Outflow = 1.59 cfs @ 12.08 hrs, Volume= 0.120 af, Atten= 0%, Lag= 0.0 min Primary = 1.59 cfs @ 12.08 hrs, Volume= 0.120 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 251.44' @ 12.08 hrs Flood Elev= 253.75' Device Routing Invert Outlet Devices #1 Primary 250.70' 12.0" Round Culvert L= 26.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 250.70'/250.50' S= 0.0077 7' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.59 cfs @ 12.08 hrs HW=251.44' (Free Discharge) L1=Culvert (Barrel Controls 1.59 cfs @ 3.57 fps) Pond CB: New catchbasin Hydrograph 1.59 cfs', -Inflow Primary 101 ow r = 12.0On u®® o I_ ve o E[ LL n=0.010 . ® ' a ®-0.0077 1/1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type ///24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 81 Summary for Pond CB 5: CBS Inflow Area = 0.985 ac, 84.56% Impervious, Inflow Depth > 2.37" for 2-Year event Inflow = 2.43 cfs @ 12.10 hrs, Volume= 0.194 of Outflow = 2.43 cfs @ 12.10 hrs, Volume= 0.194 af, Atten= 0%, Lag= 0.0 min Primary = 2.43 cfs @ 12.10 hrs, Volume= 0.194 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 251.49' @ 12.10 hrs Device Routing Invert Outlet Devices #1 Primary 250.50' 12.0" Round Culvert L= 56.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 250.50'/250.20' S= 0.0054 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.43 cfs @ 12.10 hrs HW=251.49' (Free Discharge) L1=Culvert (Barrel Controls 2.43 cfs @ 3.90 fps) Pond CB 5: CBS Hydrograph 2.43 cfs e Inflow Primary I InA6W Area=0.985 Peak Elev-261 .49' Kound Culvert o _ ® . 01 S=0.0054 T 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type /// 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 82 Summary for Pond CB 6: Catch basin 6 Inflow Area = 1.450 ac, 82.96% Impervious, Inflow Depth > 2.32" for 2-Year event Inflow = 3.58 cfs @ 12.10 hrs, Volume= 0.280 of Outflow = 3.58 cfs @ 12.10 hrs, Volume= 0.280 af, Atten= 0%, Lag= 0.0 min Primary = 3.58 cfs @ 12.10 hrs, Volume= 0.280 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 252.25' @ 12.10 hrs Flood Elev= 253.20' Device Routing Invert Outlet Devices #1 Primary 250.20' 12.0" Round Culvert L= 80.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 250.20'/250.07' S= 0.0016 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=3.58 cfs @ 12.10 hrs HW=252.24' (Free Discharge) L1=Culvert (Barrel Controls 3.58 cfs @ 4.55 fps) Pond CB 6: Catch basin 6 Hydrograph 4- 3.58 efs Inflow Primary = . 12.0 11 Round Culvert : I 0 LL 2- fi--0.012 . 1 ® ® ® 0 . 1 2 3 4 5 6 7 8 9 10 1'1 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type /// 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 H droCAD Software Solutions LLC Page 83 Summary for Pond Det Pd: Existing Detention Pond Inflow Area = 1.948 ac, 81.69% Impervious, Inflow Depth > 2.31" for 2-Year event Inflow = 4.85 cfs @ 12.10 hrs, Volume= 0.375 of Outflow = 4.80 cfs @ 12.11 hrs, Volume= 0.361 af, Atten= 1%, Lag= 0.8 min Primary = 4.80 cfs @ 12.11 hrs, Volume= 0.361 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 249.33' @ 12.11 hrs .Surf.Area= 1,079 sf Storage= 922 cf Plug-Flow detention time= 31.8 min calculated for 0.361 of(96% of inflow) Center-of-Mass det. time= 16.7 min ( 768.0 - 751.3 ) Volume Invert Avail.Storage Storage Description #1 247.50' 4,545 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 247.50 0 0 0 248.00 224 56 56 250.00 1,510 1,734 1,790 251.00 4,000 2,755 4,545 Device Routing Invert Outlet Devices #1 Primary 249.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=4.79 cfs @ 12.11 hrs HW=249.33' (Free Discharge) L1=13road-Crested Rectangular Weir (Weir Controls 4.79 cfs @ 1.45 fps) 2 Year Storm Event Bake N Joy- Post Developed Type/1/24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 84 Pond Det Pd: Existing Detention Pond Hydrograph inf 5 .... _...._... __ __. Priow mary 4:80 cis liniflow Areal =1 .948 v-249.331 : H 3- 0 LL : : 2 .. _ ....... ...._ ....... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type /// 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 85 Summary for Pond DIVI 1: Drain manhole 1 Inflow Area = 1.450 ac, 82.96% Impervious, Inflow Depth > 2.32" for 2-Year event Inflow = 3.58 cfs @ 12.10 hrs, Volume= 0.280 of Outflow = 3.58 cfs @ 12.10 hrs, Volume= 0.280 af, Atten= 0%, Lag= 0.0 min Primary = 3.58 cfs @ 12.10 hrs, Volume= 0.280 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 251.47' @ 12.10 hrs Flood Elev= 253.52' Device Routing Invert Outlet Devices #1 Primary 250.07' 12.0" Round Culvert L= 18.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 250.07'/249.60' S= 0.0261 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.58 cfs @ 12.10 hrs HW=251.46' (Free Discharge) t-1=Culvert (Inlet Controls 3.58 cfs @ 4.55 fps) Pond DIVI 1: Drain manhole 1 Hydrograph 4- 3.58 ds —Inflow Primary W16W Ar = . 3- Ak I6 ®. _ ®... . r wRound Culvert U 3 2- __.... ......... _. 0 Il _1 8.0 ®�® 0 1. 2 .. 3. .. 4 .. 5 6 7. 8 9.. 10 .. 11 .. .12 13 14 1E5 16 17. 18 .. . 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 86 Summary for Pond DM 2: Drain manhole 2 Inflow Area = 0.311 ac,100.00% Impervious, Inflow Depth > 2.73" for 2-Year event Inflow = 0.94 cfs @ 12.08 hrs, Volume= 0.071 of Outflow = 0.94 cfs @ 12.08 hrs, Volume= 0.071 af, Atten= 0%, Lag= 0.0 min Primary = 0.94 cfs @ 12.08 hrs, Volume= 0.071 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 249.40' @ 12.08 hrs Flood Elev= 250.80' Device Routing Invert Outlet Devices #1 Primary 248.90' 12.0" Round Culvert L= 35.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 248.90'/248.40' S= 0.0143 T Cc= 0.900 n= 0.013 Cast iron, coated, Flow Area= 0.79 sf Primary OutFlow Max=0.93 cfs @ 12.08 hrs HW=249.40' (Free Discharge) L1=Culvert (Inlet Controls 0.93 cfs @ 2.40 fps) Pond DIVI 2: Drain manhole 2 Hydrograph 0.94 cfs —Inflow Primary l = w CulvertRound 3 0 li _ ! ® e j, 0.. . 1 2 3 4 5 6 7 8 9 10 11 12 1 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy - Post Developed Type I//24-hr 2-Year Rainfall'--3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11113/2014 HydroCADO 10.00 s/n 00401 @ 2011 HydroCAD Software Solutions LLC Page 87 Summary for Pond Inf: Sediment Forebayl Infiltration Basin Inflow Area= 0.589 ac, 47.90% Impervious, Inflow Depth> 1.77" for 2-Year event Inflow = 1.18 cfs @ 12.09 hrs, Volume= 0.087 of Outflow = 0.02 cfs @ 19.58 hrs, Volume= 0.021 af, Atten= 98%, Lag=449.8 min Discarded = 0.02 cfs @ 19.58 hrs, Volume= 0.021 of Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span=0.01-20.00 hrs, dt=0.01 hrs Peak Elev= 258.05' @ 19.58 hrs Surf.Area= 3,261 sf Storage= 2,876 cf Plug-Flow detention time=218.6 min calculated for 0.021 of(24% of inflow) Center-of-Mass det. time=43.5 min ( 796.3- 752.8) Volume Invert Avail,Storage Storage Description #1 257.00' 10,484 cf Custom Stage Data(Conic) Listed below (Recalc) Elevation Surf.Area lnc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 257.00 2,280 0 0 2,280 258.00 3,184 2,719 2,719 3,203 259.00 4,961 4,040 6,759 4,994 259.70 5,690 3,725 10,484 5,745 Device Routing Invert Outlet Devices #1 Primary 258.50' 5.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 150 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2,68 2.70 2.74 2.79 2.88 #2 Discarded 257.00' 0.270 in/hr Wiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 19.58 hrs HW=258.05' (Free Discharge) 't-2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=257.00' (Free Discharge) 't-I=Broad-Crested Rectangular Weir (Controls 0.00cfs) 2 Year Storm Event Bake N Joy - Post Developed Type 11124-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HvdroCAD®10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 88 Pond Inf: Sediment Forebayl Infiltration Basin Hydrograph 1.18 cfs —Inflow Outflow —Discarded Inflowr —Primary 7 w 0 Li. 0.00 crs 0.02 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 Year Storm Event Bake N Joy- Post Developed Type 111 24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 89 Summary for Pond park: CB 7&8 new parking Inflow Area = 0.282 ac,100.00% Impervious, Inflow Depth > 2.73" for 2-Year event Inflow = 0.85 cfs @ 12.08 hrs, Volume= 0.064 of Outflow = 0.85 cfs @ 12.08 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Primary = 0.85 cfs @ 12.08 hrs, Volume= 0.064 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 258.47' @ 12.08 hrs Flood Elev= 260.50' Device Routing Invert Outlet Devices #1 Primary 258.00' 12.0" Round Culvert L= 105.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 258.00'/257.00' S= 0.0095 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.85 cfs @ 12.08 hrs HW=258.47' (Free Discharge) L1=Culvert (Inlet Controls 0.85 cfs @ 2.33 fps) Pond park: CB 78 new parking Hydrograph 0.95- 0.9 0.85Isfs 11 -Inflow _. 0.85. ___- _: _ _.... Primary o.s niflo'. . : P _.. 0.75 _..; . 0.7- ... a _._... :.._....... . l . 7® 0.65 0.6- _ ®®.. 0.55 _.... __ 0.5Round Culvert .. _.. c0.45 ._. ...... _... ....._. u 0.4- . .. 0.35 ..... 0.3 ® .. .. ®... _.. 0.2 .. 0.15. 0.1 0.05.. _.. _:..... _. 0..i . , ; 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Post Developed Type ///24-hr 90-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 90 Summary for Subcatchment P1: Southwest roof Runoff = 1.19 cfs @ 12.08 hrs, Volume= 0.092 af, Depth> 4.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 11,777 98 Roofs, HSG C 11,777 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1: Southwest roof Hydrograph 1,19 Gfs ' —Runoff Type III 24-hT 1 _..._ ;..._..._. 10-Year Rainfalf-4:5O" Runoff r = , S w not ofu e= of 3Runoff > " Tc=6.G min CN 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Post Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10.00 s/n 00401 ©2011 HVdroCAD Software Solutions LLC Page 91 Summary for Subcatchent 10: Local to Runoff = 0.46 cfs @ 12.30 hrs, Volume= 0.046 af, Depth> 2.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 2,166 98 Paved parking, HSG C 8,472 76 Woods/grass comb., Fair, HSG C 10,638 80 Weighted Average 8,472 79.64% Pervious Area 2,166 20.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 20 0.1500 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 19.6 80 0.0060 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.4 55 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 21.8 155 Total Scatchment 10: Local to DP2 Hydrograph 0.5: L. 0.48. 0.46 cfs 0.46 _..._. _.. 0.44. 8.' _. _. hr 0.42 6 _. 0.38­10-Yearkainfalll=4-5 _ 0.36 0.34= r 9 0.32: _. 0.3 me 0.28 0.26 ®o 0 0.24 ep u- 0.22- 0.2 =1 0.18-. 0.16- Tc=21 ®' 0.14. 0.12' 0.1.: 0.08., 0.06- 0.04 0.02 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Post Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 1.1/13/2014 HydroCADO 10.00 s/n 00401 ©2011 H droCAD Software Solutions LLC Page 92 Summary for Subcatchment 2: Proposed new roof Runoff = 1.13 cfs @ 12.08 hrs, Volume= 0.087 af, Depth> 4.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 11,231 98 Roofs, HSG C 11,231 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ucatcent 2: Proposed new roof Hydrograph 1.13 cfs -�Runoff Type III 24-hr O-Yezilr Rain: f l = " Area=11,231 s wRunoff volume=0.087 af v 3Runoff LL TC=6.Oi rain CN 96 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy - Post Developed Type 1/124-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Paqe 93 Summary for Sucatchent 3: P3 local to new catchasin Runoff = 1.53 cfs @ 12.14 hrs, Volume= 0.122 af, Depth> 3.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 13,258 98 Paved parking, HSG C 6,623 74 >75% Grass cover, Good, HSG C 19,881 90 Weighted Average 6,623 33.31% Pervious Area 13,258 66.69% Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 30 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.3 10 0.0100 0.65 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 1.5 100 0.0050 1.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.3 160 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 10.4 300 Total ucatc ment 3: P3 local to new ctcbasin Hydrograph 1.53 cfs` —Runoff Rainfall=4.50®® Run off r , N 1Runoff Vo1ume=OA2'2 3Runoff Depth>3.20" 0 T'C=10.4 min 0 , .. 1 2 .. .3 .4 .. 3. .. .3. . .7. _.8. . ,6. 10'.. 1� .. �� .. 13 .. .1' , 4 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Post Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10.00 s/n 00401 ©2011 H droCAD Software Solutions LLC Page 94 Summary for Subcatchment P : Local to CB 6 Runoff = 1.79 cfs @ 12.11 hrs, Volume= 0.136 af, Depth> 3.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 16,146 98 Paved parking, HSG C 1,350 73 Woods, Fair, HSG C 2,795 74 >75% Grass cover, Good, HSG C 20,291 93 Weighted Average 4,145 20.43% Pervious Area 16,146 79.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.3 20 0.0100 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 1.8 25 0.2400 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 1.0 150 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.1 195 Total ucatchent P : Local to CB 6 Hydrograph 1.79 cfs —Runoff III Rain' = . " Runoff Area' ' 1 wRunoff VoluMe=1011,136 3 1. Runoff Depth>3.51'� 0 Flow Len '_ Tc=8.1 m i 0- . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy - Post Developed Type /// 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 95 Summary for Subcatchment 5: New parking area Runoff = 1.24 cfs @ 12.08 hrs, Volume= 0.096 af, Depth> 4.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 12,297 98 Paved parking, HSG C 12,297 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ucatcment 5: New parking area Hydrograph 1.24icfs Runoff Ty: pe III r 10-ye r Rainfall 4050'° Runoff r = kunbff = Runoff t 0 " LL i CN=98'I 0.... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Post Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD010.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 96 Summary for Subcatchment P6: North Roof Runoff = 1.37 cfs @ 12.08 hrs, Volume= 0.105 af, Depth> 4.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50° Area (sf) CN Description 13,555 98 Roofs, HSG C 13,555 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ucatcent 6: North Roof Hydrograph 1.37 cfs —Runoff Type III 24-hr 10-Yeeir Rainfall=4.50" wRunoff Volume.=O Runoff Depth>4.07" ,' CN 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1'6 17 18 1i9 20 Time (hours) 10 Year Storm Event Bake N Joy - Post Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 97 Summary for Subcatchment P7: Local to new sedimennt forebay/detentiond basin Runoff = 0.70 cfs @ 12.09 hrs, Volume= 0.047 af, Depth> 1.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 13,377 74 >75% Grass cover, Good, HSG C 13,377 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ubcatcment 7: Local to new seimennt forebay/detentiond basin Hydrograph 0.75= 0.70 cfs Runoff _. . 0.65 .yp1.1.... r 1.0-Year Rainfa,11=4.50" : 0.55 Runoff Area=13 0.5- _..... a 0.45 W ... Runoff 1 — 7 U , a 0.4- _ ff __ . ° 0.35 - - 0.3; 0.25-_ CN _ ... _..... . 0.2 _ 0.15- 0.1 . 0.05 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Post Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 IydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 98 Summary for Subcatchment 8: Local to existing detention Pond Runoff 10.62 cfs @ 12.10 hrs, Volume= 0.042 af, Depth> 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 3,351 98 Paved parking, HSG C 4,774 76 Woods/grass comb., Fair, HSG C 8,125 85 Weighted Average 4,774 58.76% Pervious Area 3,351 41.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 70 0.0700 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.2 50 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.8 120 Total Sucacment : Local to existing detention Pond Hydrograph 0.65- 6.62 cfs I ®Runoff 0.6. .. Ill 0.55-.. - r Rai _.._ ,...__...... 0.45, Runoff A� = w 0.4, Runoff 3 0.35 RU off t® o 5: 0.3-, . ... _. ...... Flow Len = ' 0.25 0.2 ... .® �. .. ._.. 0.15 CN-85, 0.05 0 , . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Post Developed Type III 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 99 Summary for Subcatchment 9: Local to DP1 Runoff = 0.69 cfs @ 12.19 hrs, Volume= 0.058 af, Depth> 1.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 17,301 73 Woods, Fair, HSG C 17,301 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 5 0.0200 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 12.0 75 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 13.3 80 Total ucatchment P : Local to DPI Hydrograph 0.75 0.7. . 0.69 cfs Runoff Ill - 0.65 hr 0.6- 0.55._ - i 0.5; r 1 0.45.. .. .... Runoff __ _ , 3 0.4- 0.35.. _.. _... LL 80 0.3 _ _ _ . 0.25 In 0.2 0.15.. 0.1.. ... 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Post Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD®10.00 s/n 00401 ©2011 H droCAD Software Solutions LLC Page 100 Summary for Reach 1: North wetlands Inflow Area = 2.935 ac, 63.84% Impervious, Inflow Depth > 2.62" for 10-Year event Inflow = 7.91 cfs @ 12.11 hrs, Volume= 0.640 of Outflow = 7.91 cfs @ 12.11 hrs, Volume= 0.640 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Reach 1: North wetlands Hydrograph Inf S V ._.... —Oultf ow 7.9 1 cfs Inflow Area=2.935 a6 v I 3 0 2... ... _.... 0 . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Post Developed Type Ill 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 101 Summary for Reach D2: Southwest wetlands Inflow Area = 0.244 ac, 20.36% Impervious, Inflow Depth > 2.28" for 10-Year event Inflow = 0.46 cfs @ 12.30 hrs, Volume= 0.046 of Outflow = 0.46 cfs @ 12.30 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs ReachSouthwest wetlands Hydrograph 0.5 0.48 0.46 cfs —Inflow 0.46 0.44 0.420244 .. .. _.._. _. 0.4 - --- 0.38- 0.36- 0.34 0.32= _.. . 0.3 0.281 0.26 _0 0.24 0.22: _. 0.2, 0.16 0.14 0.12 0.1: _...... _. _..:.._. _.. 0.08 0.06- 0.04: __.... _... 0.02 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Post Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 102 Summary for Pond CB: New catchbasin Inflow Area = 0.528 ac,100.00% Impervious, Inflow Depth > 4.07" for 10-Year event Inflow = 2.32 cfs @ 12.08 hrs, Volume= 0.179 of Outflow = 2.32 cfs @ 12.08 hrs, Volume= 0.179 af, Atten= 0%, Lag= 0.0 min Primary = 2.32 cfs @ 12.08 hrs, Volume= 0.179 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 251.65' @ 12.08 hrs Flood Elev= 253.75' Device Routing Invert Outlet Devices #1 Primary 250.70' 12.0" Round Culvert_ L= 26.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 250.70'/250.50' S= 0.0077 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.32 cfs @ 12.08 hrs HW=251.65' (Free Discharge) t-1=Culvert (Barrel Controls 2.32 cfs @ 3.87 fps) Pond : New catchbasin Hydrograph 2.32 cfs -�Inflow ®Primary . 2- Peak 12.0 ._ It Round Culvert , w 3 0 u- . 0 . . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Post Developed Type/1/ 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 103 Summary for Pond CB 5: Inflow Area = 0.985 ac, 84.56% Impervious, Inflow Depth > 3.67" for 10-Year event Inflow = 3.69 cfs @ 12.10 hrs, Volume= 0.301 of Outflow = 3.69 cfs @ 12.10 hrs, Volume= 0.301 af, Atten= 0%, Lag= 0.0 min Primary = 3.69 cfs @ 12.10 hrs, Volume= 0.301 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 252.07' @ 12.10 hrs Device Routing Invert Outlet Devices #1 Primary 250.50' 12.0" Round Culvert L= 56.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 250.50' /250.20' S= 0.0054 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.69 cfs @ 12.10 hrs HW=252.07' (Free Discharge) L1=Culvert (Barrel Controls 3.69 cfs @ 4.69 fps) Pond C 5 Hydrograph 4- ®In 9 I flow 3.6 cfs —Primary . 3- . t® N Culvert : 3 2- 0 L a ,j 0. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy - Post Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 104 Summary for Pond CB 6: Catch basin 6 Inflow Area = 1.450 ac, 82.96% Impervious, Inflow Depth > 3.62" for 10-Year event Inflow = 5.46 cfs @ 12.10 hrs, Volume= 0.437 of Outflow = 5.46 cfs @ 12.10 hrs, Volume= 0.437 af, Atten= 0%, Lag= 0.0 min Primary = 5.46 cfs @ 12.10 hrs, Volume= 0.437 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 253.81' @ 12.10 hrs Flood Elev= 253.20' Device Routing Invert Outlet Devices #1 Primary 250.20' 12.0" Round Culvert L= 80.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 250.20'/250.07' S= 0.0016 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=5.46 cfs @ 12.10 hrs HW=253.80' (Free Discharge) 't--1=Culvert (Barrel Controls 5.46 cfs @ 6.95 fps) Pond C : Catch basin Hydrograph 6, . ... .........._ _...;.... _.. 5.46 cfs Inflow Primary 4.. ®® _J ... ■ 4- CulvertRound 3 3... ... _........ _. 2- e 1/® 01 .. ., 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Post Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page_105 Summary for Pond Det d: Existing Detention Pond Inflow Area = 1.948 ac, 81.69% Impervious, Inflow Depth > 3.60" for 10-Year event Inflow = 7.42 cfs @ 12.10 hrs, Volume= 0.585 of Outflow = 7.36 cfs @ 12.11 hrs, Volume= 0.571 af, Atten= 1%, Lag= 0.7 min Primary = 7.36 cfs @ 12.11 hrs, Volume= 0.571 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 249.43' @ 12.11 hrs Surf.Area= 1,145 sf Storage= 1,037 cf Plug-Flow detention time= 23.1 min calculated for 0.570 of(98% of inflow) Center-of-Mass det. time= 12.9 min ( 756.0 - 743.1 ) Volume Invert Avail.Storage Storage Description #1 247.50' 4,545 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 247.50 0 0 0 248.00 224 56 56 250.00 1,510 1,734 1,790 251.00 4,000 2,755 4,545 Device Routing Invert Outlet Devices #1 Primary 249.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=7.35 cfs @ 12.11 hrs HW=249.43' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 7.35 cfs @ 1.70 fps) 10 Year Storm Event Bake N Joy- Post Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 106 Pond Det d: Existing Detention Pond Hydrograph 7.36 efs —Inflow —Primary nflow r I 5 Stor._.... .... q N 4- v 3 4.. I 0 F 3 2 _. 1. .. .. ....... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Sake N Joy- Post Developed Type Ill 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 107 Summary for Pond DIVI 1: Drain manhole 1 Inflow Area = 1.450 ac, 82.96% Impervious, Inflow Depth > 3.62" for 10-Year event Inflow = 5.46 cfs @ 12.10 hrs, Volume= 0.437 of Outflow = 5.46 cfs @ 12.10 hrs, Volume= 0.437 af, Atten= 0%, Lag= 0.0 min Primary = 5.46 cfs @ 12.10 hrs, Volume= 0.437 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 252.66' @ 12.10 hrs Flood Elev= 253.52' Device Routing Invert Outlet Devices #1 Primary 250.07' 12.0" Round Culvert L= 18.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 250.07'/249.60' S= 0.0261 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=5.46 cfs @ 12.10 hrs HW=252.65' (Free Discharge) 1=Culvert (Inlet Controls 5.46 cfs @ 6.95 fps) Pond DIVI 1: Drain manhole 1 Hydrograph 5.46 cfs -Inflow Primary i 5- r C,. i. Peak Elev : e- Round Culvert j 2.0 3 3... . 0 L S=0.0261 ® ® 0111 . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy- Post Developed Type Ill 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 108 Summary for Pond DM 2: Drain manhole Inflow Area = 0.311 ac,100.00% Impervious, Inflow Depth > 4.07" for 10-Year event Inflow = 1.37 cfs @ 12.08 hrs, Volume= 0.105 of Outflow = 1.37 cfs @ 12.08 hrs, Volume= 0.105 af, Atten= 0%, Lag= 0.0 min Primary = 1.37 cfs @ 12.08 hrs, Volume= 0.105 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 249.52' @ 12.08 hrs Flood Elev= 250.80' Device Routing Invert Outlet Devices #1 Primary 248.90' 12.0" Round Culvert L= 35.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 248.90'/248.40' S= 0.0143 T Cc= 0.900 n= 0.013 Cast iron, coated, Flow Area= 0.79 sf Primary OutFlow Max=1.37 cfs @ 12.08 hrs HW=249.52' (Free Discharge) t-1=Culvert (Inlet Controls 1.37 cfs @ 2.68 fps) Pond D rain manhole Hydrograph 1.37 cfs Inflow —Primary Inflow Peak . 52 Round w LL 3 0 ® ® ® 0... . ___1---I-, ,,I ,_ . . .i, %1 1,­-­7­ ­L. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy - Post Developed Type ///24-hr 10-Year Rainfafi=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11113/2014 HydroCAD@10.00 sInOO401 @2011 HydroCAD Software Solutions LLC Page 109 Summary for Pond Inf: Sediment Forebayl Infiltration Basin Inflow Area = 0.589 ac, 47.90% Impervious, Inflow Depth > 2.90" for 10-Year event Inflow = 1.94 cfs @ 12.09 hrs, Volume= 0.142 of Outflow = 0.08 cfs @ 15.46 hrs, Volume= 0.038 af, Aften= 96%, Lag=202.6 min Discarded = 0.03 cfs @ 15.46 hrs, Volume= 0.026 of Primary = 0.05 cfs @ 15.46 hrs, Volume= 0.012 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 258.52' @ 15.46 hrs Surf.Area=4,068 sf Storage=4,617 cf Plug-Flow detention time=263.8 min calculated for 0.038 of(27% of inflow) Center-of-Mass det. time= 99.2 min ( 848.1 -748.9) Volume Invert Avail.Storage Storage Description #1 257.00' 10,484 cf Custom Stage Data(Conic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sg-ft) (cubic-feet) (cubic-feet) (sq-ft) 257.00 2,280 0 0 2,280 258.00 3,184 2,719 2,719 3,203 259.00 4,961 4,040 6,759 4,994 259.70 5,690 3,725 10,484 5,745 Device Routing Invert Outlet Devices #1 Primary 258.50' 5.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 257.00' 0.270 in/hr Wiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 15.46 hrs HW=258.52' (Free Discharge) t--2=Exfiltration (Exfiltration Controls 0.03 cfs) Prima utFlow Max=0.05 cfs @ 15.46 hrs HW=258.52' (Free Discharge) t-I=Broad-Crested Rectangular Weir (Weir Controls 0.05 cfs @ 0.37 fps) 10 Year Storm Event Bake N Joy - Post Developed Type III 24-hr 10-Year Rainfall=4.50" Prepared by The (Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD® 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 110 Pond In : Sediment Fore / Infiltration Basin Hydrograph 2 - 1.94 cfs —Inflow Outflow Inflow Primary r589 Peak Elev-258.52' 0 u. 0.05 cis 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Year Storm Event Bake N Joy - Post Developed Type 111 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Pagel 11 Summary for Pond park: CB 78 new parking Inflow Area = 0.282 ac,100.00% Impervious, Inflow Depth > 4.07" for 10-Year event Inflow = 1.24 cfs @ 12.08 hrs, Volume= 0.096 of Outflow = 1.24 cfs @ 12.08 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min Primary = 1.24 cfs @ 12.08 hrs, Volume= 0.096 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 258.58' @ 12.08 hrs Flood Elev= 260.50' Device Routing Invert Outlet Devices #1 Primary 258.00' 12.0" Round Culvert L= 105.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 258.00' / 257.00' S= 0.0095 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.24 cfs @ 12.08 hrs HW=258.58' (Free Discharge) t-1=Culvert (Inlet Controls 1.24 cfs @ 2.60 fps) Pond park: CB 7&8 new parking Hydrograph 1.24 cfs -Inflow Primary Inflow = . 1.., .....Peak_ .. � r 11 ceRound Culvert o U. ® ® 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 112 Summary for Subcatchment 1: Southwest roof Runoff = 1.72 cfs @ 12.08 hrs, Volume= 0.135 af, Depth> 5.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 11,777 98 Roofs, HSG C 11,777 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1: Southwest roof Hydrograph 1.72 cfs —Runoff Ty pe Ili 1 r of 1 ': Runoff Area' 11 9777 3 1- .... urt f.... �... 0 Tc=6.0 min 0-L 6. .. 7 $ .. 9 10 ,. .11 12 .1' . . ' ;. .. .. .; 3 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Bake N Joy - Post Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 113 Summary for Subcatcment PI0: Local to D 2 Runoff = 0.79 cfs @ 12.29 hrs, Volume= 0.080 af, Depth> 3.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 2,166 98 Paved parking, HSG C 8,472 76 Woods/grass comb., Fair, HSG C 10,638 80 Weighted Average 8,472 79.64% Pervious Area 2,166 20.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 20 0.1500 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 19.6 80 0.0060 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.4 55 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 21.8 155 Total Sucatchment P10: Local to DP2 Hydrograph 0.85_. 0.79:cfs —Runoff 0.8 0.757 _ �. e 11124- 0.7. ..... 0.65- .Yearl . a.. . _. 0.550.5- Runoff.. _.. ! 0.45' Runoff i® 2 0.4 LL 0.35= Flow Leng! th=1.551 0.3: _ .. .® 0.25..:. '. 0.2- 0.15. .. _.._. 0.1 0.05.: _.. 0. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type III 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 H droCAD Software Solutions LLC Page 114 Summary for Subcatchment P2: Proposed new roof Runoff = 1.64 cfs @ 12.08 hrs, Volume= 0.128 af, Depth> 5.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 11,231 98 Roofs, HSG C 11,231 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2: Proposed new roof Hydrograph 1,64'cfs : —Runoff Type II r 1 = a faller " Runoff r = ' Runoff .......... Runoff ' . TC=6i .0 min 0 . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type /// 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 115 Summary for Subcatchment 3: P3 local to new catchbasin Runoff = 2.34 cfs @ 12.14 hrs, Volume= 0.192 af, Depth> 5.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 13,258 98 Paved parking, HSG C 6,623 74 >75% Grass cover, Good, HSG C 19,881 90 Weighted Average 6,623 33.31% Pervious Area 13,258 66.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 30 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.3 10 0.0100 0.65 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 1.5 100 0.0050 1.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.3 160 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 10.4 300 Total ucatchment 3: P3 local to new catchbasin Hydrograph 2.34 cfs —Runoff Type! III 24-h.r Runoff r ^ , Runoff I LL l t = Tc=10.4 min, CN 0... . .. 1 2 3 4 5 6 7 8 9 10 11 12 13 715 16 17 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 116 Summary for Subcatchment 4: Local to CB 6 Runoff = 2.67 cfs @ 12.11 hrs, Volume= 0.209 af, Depth> 5.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 16,146 98 Paved parking, HSG C 1,350 73 Woods, Fair, HSG C 2,795 74 >75% Grass cover, Good, HSG C 20,291 93 Weighted Average 4,145 20.43% Pervious Area 16,146 79.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.3 20 0.0100 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 1.8 25 0.2400 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 1.0 150 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.1 195 Total Su catchment 4: Local to CB 6 Hydrograph 2.67 cfs ®Runoff Type III 24-hr ®®2- u ff r w Runoff Volume=0'209 of Runoff Dept'Flow ® LL ® 01 i_ = r 0.., 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type /// 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/1312014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 117 Summary for Subcatchment 5: New parking area Runoff = 1.80 cfs @ 12.08 hrs, Volume= 0.141 af, Depth> 5.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 12,297 98 Paved parking, HSG C 12,297 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ucatchment 5: New parking area Hydrograph 2 _. 1.80 cfs'I —Runoff Type III 24-h. Rainfall : ': F Runoff Volume=00141 Runoff U a 1.... 7"TO _..__. .. _.. LL .0 rn I CN=98 0 :j, 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Sake N Joy- Post Developed Type 111 24-hr 100-Year Rainfall=6.50 Prepared by The Morin-Cameron Group, Inca Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 118 Summary for Subcatchment 6: North Roof Runoff = 1.98 cfs @ 12.08 hrs, Volume= 0.155 af, Depth> 5.97" Runoff.by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 13,555 98 Roofs, HSG C 13,555 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P6: North Roof Hydrograph _...... 1.98 cfs ®Runoff I r 100 Year ll 1 Run Ir -1315558f lu Runoff . 97. LL 1..... _.. .. 0... . ... .. . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type III 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 H droCAD Software Solutions LLC Page 119 Summary for Subcatcent P7: Local to new sedimennt fore bay/d etenti on d basin Runoff = 1.30 cfs @ 12.09 hrs, Volume= 0.086 af, Depth> 3.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 13,377 74 >75% Grass cover, Good, HSG C 13,377 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ubcatcment 7o Local to new seiennt forebay/detentiond basin Hydrograph 1.30 cfs —Runoff pe III 100 Y4ar :Rainfall . ........... .._......... . re -13 377 �S Volume=O 086 of Runloff . _ i 0- . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 120 Summary for Subcatchment 8: Local to existing detention Pond Runoff = 0.99 cfs @ 12.10 hrs, Volume= 0.070 af, Depth> 4.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 3,351 98 Paved parking, HSG C 4,774 76 Woods/grass comb., Fair, HSG C 8,125 85 Weighted Average 4,774 58.76% Pervious Area 3,351 41.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 70 0.0700 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.2 50 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.8 120 Total Subcatchment : Local to existing detention Pond Hydrograph 0.99 cfs —Runoff i Run.off Area, Runoff ® 7 U 3 > ' O 1 rl ® • i Q... .. ,. .. .. ., .. .. .. ,. .. ,. .. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type ///24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 121 Summary for Subcatchment P9: Local to DP1 Runoff = 1.29 cfs @ 12.19 hrs, Volume= 0.108 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 17,301 73 Woods, Fair, HSG C 17,301 100.00% Pervious Area Tc Length Slope Velocity Capacity Description mini (feet) (ft/ft) (ft/sec) (cfs) 1.3 5 0.0200 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 12.0 75 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 13.3 80 Total ucatchment : Local to DP1 Hydrograph 1.29 cis! —Runoff Type III 24-hr 100 r Rainfall= " Runoff rea= 93 S wRunoff V6 I 1 Runoff Depth>3.26 TC=13.3 min CN 0... . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 122 Summary for Reach DPI: North wetlands Inflow Area = 2.935 ac, 63.84% Impervious, Inflow Depth > 4.40" for 100-Year event Inflow = 12.07 cfs @ 12.11 hrs, Volume= 1.075 of Outflow = 12.07 cfs @ 12.11 hrs, Volume= 1.075 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Reach P1: North wetlands Hydrograph 13'... _. 12.07 cfs -Inflow 12 ®Outflow I — I i 10- : N w- V O 5 _... 4 _.. 0- .. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type ///24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 123 Summary for Reach 2: Southwest wetlands Inflow Area = 0.244 ac, 20.36% Impervious, Inflow Depth > 3.95" for 100-Year event Inflow = 0.79 cfs @ 12.29 hrs, Volume= 0.080 of Outflow = 0.79 cfs @ 12.29 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Reach 2: Southwest wetlands Hydrograph 0.85.. ............. 0.79 11 cfs - Inflow 0.8 _. ®Outflow 0.7 h ow r. ■ 4 ad .. 0.65_ _.i _..:. _. _.. 0.6' _. 0.55 0.5._ _.- U 0.45= ... __.. _... 0.4 0.35 0.25- __.. 0.2= .. 0.1 _.. 0.05- _. p 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 124 . Summary for Pond CB: New catchbasin Inflow Area = 0.528 ac,100.00% Impervious, Inflow Depth > 5.97" for 100-Year event Inflow = 3.37 cfs @ 12.08 hrs, Volume= 0.263 of Outflow = 3.37 cfs @ 12.08 hrs, Volume= 0.263 af, Atten= 0%, Lag= 0.0 min Primary = 3.37 cfs @ 12.08 hrs, Volume= 0.263 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 252.07' @ 12.08 hrs Flood Elev= 253.75' Device Routing Invert Outlet Devices #1 Primary 250.70' 12.0" Round Culvert L= 26.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 250.70'/250.50' S= 0.0077 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.36 cfs @ 12.08 hrs HW=252.06' (Free Discharge) t-1=Culvert (Barrel Controls 3.36 cfs @ 4.28 fps) Pond : New catchsin Hydrograph 3.37 cfs —Inflow —Primary 3... _ ed. m 11 ■ w 2-- Round Culvert . LL n=0.010 12= �60' 0... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type III 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 125 Summary for Pond CB 5: C5 Inflow Area = 0.985 ac, 84.56% Impervious, Inflow Depth > 5.55" for 100-Year event Inflow = 5.48 cfs @ 12.10 hrs, Volume= 0.455 of Outflow = 5.48 cfs @ 12.10 hrs, Volume= 0.455 af, Atten= 0%, Lag= 0.0 min Primary = 5.48 cfs @ 12.10 hrs, Volume= 0.455 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 253.12' @ 12.10 hrs Device Routing Invert Outlet Devices #1 Primary 250.50' 12.0" Round Culvert L= 56.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 250.50'/250.20' S= 0.0054 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=5.48 cfs @ 12.10 hrs HW=253.12' (Free Discharge) t-1=Culvert (Barrel Controls 5.48 cfs @ 6.97 fps) Pond C : Hydrograph 6 .. 5.48 ;fs Inflow —Primary 5- Inflow Area=0.985. ac Peak Elev=253.12' 12.0 Round Culvert 3 3 0 w I ® ® ® 0- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1'7 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 126 Summary for Pond CB 6: Catch basin 6 Inflow Area = 1.450 ac, 82.96% Impervious, Inflow Depth > 5.50" for 100-Year event Inflow = 8.13 cfs @ 12.10 hrs, Volume= 0.664 of Outflow = 8.13 cfs @ 12.10 hrs, Volume= 0.664 af, Atten= 0%, Lag= 0.0 min Primary = 8.13 cfs @ 12.10 hrs, Volume= 0.664 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 257.13' @ 12.10 hrs Flood Elev= 253.20' Device Routing Invert Outlet Devices #1 Primary 250.20' 12.0" Round Culvert L= 80.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 250.20'/250.07' S= 0.0016 T Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=8.12 cfs @ 12.10 hrs HW=257.12' (Free Discharge) t-1=Culvert (Barrel Controls 8.12 cfs @ 10.34 fps) Pond CB 6: Catch basin Hydrograph 9... _._..... . ..........._ _.... _.._ ....... 8.13 cfs -- 8-.. Inflow Primary 7Peak Elev=: 257.13 6. .. .. _..... _. Of v 5... Round Culvert 0 _. ...._ u 4 0.012. 'i I 3,.. .. .... .....® ® _...... 2.,. 0:: . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1:7 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type III 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 127 Summary for Pond Det d: Existing Detention Pond Inflow Area = 1.948 ac, 81.69% Impervious, Inflow Depth > 5.48" for 100-Year event Inflow, = 11.06 cfs @ 12.10 hrs, Volume= 0.889 of Outflow = 10.99 cfs @ 12.11 hrs, Volume= 0.875 af, Atten= 1%, Lag= 0.6 min Primary = 10.99 cfs @ 12.11 hrs, Volume= 0.875 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 249.55' @ 12.11 hrs Surf.Area= 1,223 sf Storage= 1,180 cf Plug-Flow detention time= 16.9 min calculated for 0.875 of(98% of inflow) Center-of-Mass det. time= 9.8 min ( 745.3 - 735.6 ) Volume Invert Avail.Storage Storage Description #1 247.50' 4,545 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 247.50 0 0 0 248.00 224 56 56 250.00 1,510 1,734 1,790 251.00 4,000 2,755 4,545 Device Routing Invert Outlet Devices #1 Primary 249.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=10.98 cfs @ 12.11 hrs HW=249.55' (Free Discharge) L1=13road-Crested Rectangular Weir (Weir Controls 10.98 cfs @ 1.98 fps) 100 Year Storm Bake N Joy- Post Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 128 Pond Det d: Existing Detention Pond Hydrograph 12 ... _. 10.99 cfs _Inflow Primary 10 a-1 .948 ac _ . _... 7 O 3 6, 0 a 5 1 0.... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type III24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 129 Summary for Pond DM 1: Drain manhole 1 Inflow Area = 1.450 ac, 82.96% Impervious, Inflow Depth > 5.50" for 100-Year event Inflow = 8.13 cfs @ 12.10 hrs, Volume= 0.664 of Outflow = 8.13 cfs @ 12.10 hrs, Volume= 0.664 af, Atten= 0%, Lag= 0.0 min Primary = 8.13 cfs @ 12.10 hrs, Volume= 0.664 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 255.20' @ 12.10 hrs Flood Elev= 253.52' Device Routing Invert Outlet Devices #1 Primary 250.07' 12.0" Round Culvert L= 18.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 250.07'/249.60' S= 0.0261 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=8.12 cfs @ 12.10 hrs HW=255.18' (Free Discharge) L1=Culvert (Inlet Controls 8.12 cfs @ 10.34 fps) Pond DM 1: Drain manhole 1 Hydrograph 8.13 cfs --Inflow 8-.- __ _. Primary Inflow - . s.. _ ®® 5 Round Culvert 3 2. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 130 Summary for Pond DIVII 2: Drain manhole 2 Inflow Area = 0.311 ac,100.00% Impervious, Inflow Depth > 5.97" for 100-Year event Inflow = 1.98 cfs @ 12.08 hrs, Volume= 0.155 of Outflow = 1.98 cfs @ 12.08 hrs, Volume= 0.155 af, Atten= 0%, Lag= 0.0 min Primary = 1.98 cfs @ 12.08 hrs, Volume= 0.155 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 249.68' @ 12.08 hrs Flood Elev= 250.80' Device Routing Invert Outlet Devices #1 Primary 248.90' 12.0" Round Culvert L= 35.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 248.90'/248.40' S= 0.0143 '/' Cc= 0.900 n= 0.013 Cast iron, coated, Flow Area= 0.79 sf Primary OutFlow Max=1.98 cfs @ 12.08 hrs HW=249.68' (Free Discharge) 2-1=Culvert (Inlet Controls 1.98 cfs @ 3.01 fps) Pond D rain manhole Hydrograph 1.98 efs --inflow 2. ..... ......_... — mary Pri ac Ifflow . 311 ®, 12.0RoUnd Culvert 3 _.. .. ..1 _ _n=0.0'13 ® ®/® 0- .. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Event Bake N Joy - Post Developed Type I//24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD@ 10.00 s/n 00401 @ 2011 HydroCAD Software Solutions LLC Page 131 Summary for Pond Inf: Sediment Fore bayl Infiltration Basin Inflow Area = 0.589 ac, 47.90% Impervious, Inflow Depth > 4.61" for 100-Year event Inflow 3.10 cfs @ 12.09 hrs, Volume= 0.227 of Outflow = 0.87 cfs @ 12.44 hrs, Volume= 0.122 af, Aften= 72%, Lag= 21.1 min Discarded = 0.03 cfs @ 12.44 hrs, Volume= 0.029 of Primary 0.84 cfs @ 12.44 hrs, Volume= 0.093 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt=0.01 hrs Peak Elev= 258.67' @ 12.44 hrs Surf.Area=4,336 sf Storage= 5,238 cf Plug-Flow detention time= 171.1 min calculated for 0.122 of(54% of inflow) Center-of-Mass det. time= 76.8 min (821.1 -744.3) Volume Invert Avail.Storage Storage Description #1 257.00' 10,484 cf Custom Stage Data(Conic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 257.00 2,280 0 0 2,280 258.00 3,184 2,719 2,719 3,203 259.00 4,961 4,040 6,759 4,994 259.70 5,690 3,725 10,484 5,745 Device Routing Invert Outlet Devices #1 Primary 258.50' 5.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2,50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 257.00' 0.270 in/hr Wiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 12.44 hrs HW=258.67' (Free Discharge) t-2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary Out Flow Max=0.84 cfs @ 12.44 hrs HW=258.67' (Free Discharge) t--l=Broad-Crested Rectangular Weir (Weir Controls 0.84 cfs @ 0.97 fps) 100 Year Storm Event Bake N Joy - Post Developed Type III 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCAD®10 00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 132 Pond In : Sediment Forea / Infiltration Basin Hydrograph 3.10 cfs —Inflow Outflow —Discarded 3 --Primary Peak Elev-258.67 w 2 U }i O 11. 1- - 0.84 cfs - - 0. 3 cfs p , , 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 100 Year Storm Bake N Joy- Post Developed Type 111 24-hr 100-Year Rainfall=6.50" Prepared by The Morin-Cameron Group, Inc. Printed 11/13/2014 HydroCADO 10.00 s/n 00401 ©2011 HydroCAD Software Solutions LLC Page 133 Summary for Pond park: CB 7&8 new parking Inflow Area = 0.282 ac,100.00% Impervious, Inflow Depth > 5.97" for 100-Year event Inflow = 1.80 cfs @ 12.08 hrs, Volume= 0.141 of Outflow = 1.80 cfs @ 12.08 hrs, Volume= 0.141 af, Atten= 0%, Lag= 0.0 min Primary 1.80 cfs @ 12.08 hrs, Volume= 0.141 of Routing by Stor-Ind method, Time Span= 0.01-20.00 hrs, dt= 0.01 hrs Peak Elev= 258.73' @ 12.08 hrs Flood Elev= 260.50' Device Routing Invert Outlet Devices #1 Primary 258.00' 12.0" Round Culvert L= 105.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 258.00'/257.00' S= 0.0095 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.80 cfs @ 12.08 hrs HW=258.73' (Free Discharge) 1®Culvert (Inlet Controls 1.80 cfs @ 2.91 fps) Pond park: CB 78 new parking Hydrograph 2 1.$0 cfs. —Inflow —Primary Inflow; Area=0.282 ae Leak Elev-258.73` 12.0 Round Culvert 0 LL gr 0... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ` y Stormwater Management Calculations Standard : Recharge To Groundwater: Static Method (Limit of Work Area onl Existing Impervious Area= 65,337 SF Proposed Impervious Area= 82,373 SF There is an increase in the amount of impervious surface of 17, 3 S New Development Areas Hydrologic Soil Group Recharge Rainfall Detath C 0.2555 Recharge Volume Required for New Development area only-- [0.25" x 17,036 SF] = 4,259/12 SF-In =355 CF Recharge Volume discarded at Infiltration Basin two year event=784 CF (Static Volume) Recharge Volume Provided During 100-Year Storm Event=4,517 CF (No Recharge above the I O-Year Storm Elevation, Mounding Analysis Not Required) Drawdown Analysis: Static Method Infiltration sin Average bottom Area of Infiltration Areas=New Detention Pond= (2,290SF+4,246 SF)/2=3,268 SF Infiltration Volume (100 Year Storm volume at 258.5 plus discarded volume) = 45517 CF+784 CF=5,301CF New Detention Pond Drawdown Time = [(5,31 CF/ 0.27 in/Hr.) x 12 in/ft.] / 3,268 SF = 72 hours 155 Ltandard 4: Water Ouality Volume OYQ New Development Area Use water quality depth of 1.0" For Moderately Draining Soil over 2.41 Inches/Hour WQV = 1.0 "X 17,036 SF Pavement/12 = 15420 CF 4,517 CF below outlet of infiltration basin. The standard is met. Sediment Forebav Sizine Sediment Forebay/Infiltration Basin Area new parking lot= 11,205 SF Volume = 0.25 X 11,205 SF/12" = 233 CF Provided 752CF Location: Outlet Infiltration Basin A B C TSS Removal Starting TSS Amount Remaining BIVIP Rate Load's Removed ( xC) Load (C-D) 4-1 a) Deep Sump 5% 1.0 0.25 0.75 Catch basin CU Cl) Sediment 0% 0.75 0.0 0.75 orebay ® Infiltration Basin 80% 0.75 0,60 0.15 Total TSS Removal = 0. 5 Project: 351 Willow Street, North Andover Prepared y: J 'Equals remaining load from previous BMP (E) Date: 11/12/14 which enters the BMP t 3? KI'shh � /�fGy' 5 �^ry �./.rjnyy .e ,.,z,<r .y ,rC G /'6��J s v'rs rJ' s/ yr s2�G'/✓/�5;YCe.��'%4>��ra�t%� ,ei'/,s..6fi slf, Moo` �i��Q ��fj Y.x✓ ,,,.�� rf -L.�t�a'�j�'F`� a ;"y* ,v yy � .,.-�` �, �;�; Of�r `/ys ,s" 1y. ,�"�'�+ r��� �,,�'�✓ s.'' ✓ ,yg a,r.�3'h s� r ar Purpose: To calculate the water quality flow rate(WQF)over a given site area. In this situation the WQF is derived from the first 0.50 of runoff. Reference: Massachusetts Dept.of Environmental Protection Wetlands Program/United States Department of Agriculture Natural Resources Conservation Service TR-55 Manual Structure ImpV. t' t. WQV Given: Name acres miles) min hr in 0.0004019 0 , . :, 0.100 0.50 0.0012198 0.100 0.50 0.0000000 0.000 0.50 Procedure: Determine unit peak discharge using Figure 1 or 2. Figure 2 is in tabular form so is preferred_ Using the tc, read the unit peak discharge(qu)from Figure 1 or Table in Figure 2.qu is expressed in the following units:cfs/mil/watershed inches(csm/in). Structure Name u csm/in. VS 1 Lm VS 2 0 1. Compute Q Rate using the following equation: QO.a=(qu) (A)(WQV) where: Q 0,5=flow fate associated with first 1/2"of runoff qu =the unit peak discharge, in csm/in. A=impervious surface drainage area(in square miles) WQV=water quality volume in watershed inches(1/2"in this case) Structure Name Q0_5 cfs VS 1 VS 2 0 VortSentry® HS Estimated Net Annual TSS Reduction BAKE N JOY -351 WILLOW STREET NORTH ANDOVER, MA C 4 111,�V`-NTECK Model VSHS36 ENGINEERED SOLUTIONS System VORTSENTRY#2 Design Ratio' = 0.78 acres x 0.9 0.026 27 M Rainfall Intensity Flow Rate Operating Rate2 %Total Rainfall RmvJ. Effcy4 Rol. Effey '7hr cfs cfs/ft, Depth 3 (%) (%) 0.08 0.06 0.00212 41.0% 98.0% 40.2% 0.16 0.11 0.00424 23.9% 98.0% 23.4% 0.24 0.17 0.00636 11.5% 98.0% 11,3% 0.32 0.22 MOW 7.4% 97.8% 7.3% 0.40 0.28 0.01059 4.4% 95.1% 4.2% 0.48 0.34 0.01271 2.9% 90.3% 2.6% 0.56 0.39 0.01483 1.8% 89.2% 1.6% 0,64 0.45 0.01695 1.2% 88,6% 1.0% 0.72 0.51 0.01907 1.3% 85.7% 1.1% 0.80 0.56 0.02119 0.6% 77.1% 0.5% 1.00 0.70 0.02648 0.4% 67.7% 0.3% 1.40 0.98 0.03708 0.6% 36,4% 0.2% 1.80 1,26 0.04767 0.3% 0,0% 0.0% 2.20 1.54 0.05826 0.1% 0.0% 0.0% 93.7% % rain failing at>0"thr= 2.4% Removal Efficiency Adjustment4= 0.0% Predicted Net Annual Load Removal Efficiency= 93.7% 1 -Design Ratio= (Total Drainage Area x Runoff Coefficient) /VortSentry HS Treatment Volume =The Total Drainage Area and Runoff Coefficient are specified by the site engineer. 2-Operating Rate(cfs/ft) =Rainfall Intensity("/hr)x Design Ratio 13-Based on 7 years of data from NCDC station#3276, Groveland, Essex County, MA 4- Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Calculated by: CJA Date: 10/02/14 Date: 319 Massachusetts a nt of Environmental Protection l Bureau of Resource Protection -Wetlands Program uhecklist for Stormwater Report . Introduction Important:When A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards.The following checklist is NOT a substitute for on the computer, the Stormwater Report which should provide more substantive and detailed information but is offered use only the tab p ( p ) key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor-do not Report and for the reviewer to assess this information in a consistent format.As noted in the Checklist, use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key_ Volume 3 of the Massachusetts Stormwater Handbook.The Stormwater Report must be prepared and VQ certified by a Registered Professional Engineer(RPE) licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address • Name of Firm and Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing Stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads(LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 'The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects,it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. DEP checklist.doc•04/01/08 Stormwater Report Checklist•Page 1 of 8 i4~v Massachusetts Department of Environmental Protection L71 Bureau of R8SOUrDe Protection -WetlBnds [orOgram Checklist � �= ��� �= Report ��������������� ����� �����U���/����)���0� ��������� � B. Stormwater Checklist and Certification The following checklist is intended to serve aso guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report.The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because otonnxmaher requirements vary from project top ject. |tispooaibkathoteconnp|ete Stormwater Report may not include information on some of the subjects specified in the Checklist. |fitia determined that a specific item does not apply to the project under review, please note that the item is not applicable(N.A.)and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the StornnwaherReport. Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement(if included) and the plans showing the stornnwabor management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts SbormvvabarHandbook. | have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature MORIN CIVIL GIS NAL 10204 Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? 2 New development Fl Redevelopment Fl Mix of New Development and Redevelopment MassachusettsMassachusetts0�Department of Environmental Protection 1-4 [�Q83�U of Resource �������ti�O -VV8f�D�� �������00 ������������W�� �� �� 0" �����������=�� ��������� ��'� �����������1� ���� n������� � � � nmx���!���m �����0�v��� �� � Checklist (continued) LID Measures: Stornnxader Standards require LID measures toheconsidered, Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: Z No disturbance to any Wetland Resource Areas El Site Design Practices(e.g. clustered development, reduced frontage setbacks) El Reduced Impervious Area (Redevelopment Only) Z Minimizing disturbance boexisting trees and shrubs El LID Site Design Credit Requested: 171 Credit Fl Credit Credit F1 Use of"country drainage" versus curb and gutter conveyance and pipe El Bionabendon Cells(includes Rain Gardens) El Constructed Stormwater Wetlands(includes Gravel Wetlands designs) [l TrgeboxFilter Fl Water Quality Swale Grass Channel Fl Green Roof � Water 0Othar(deocriba): Wmr ='" Standard 1: No New Untreated Discharges No new untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Cnnnnnunvwaa/th �� Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. Massachusetts Department of Environmental Protection ^ '~— Bureau of Resource Protection -Wetlands Program Checklist � �= ��� � Report ��'������������� ����� ��0i�����0�|����������� ��������� � Checklist (continued) Standard 2: Peak Rate Attenuation L] Standard 2 waiver requested because the project ielooahadin |andaubiecthonoasta/ebonn8mmmga and ohonnwater discharge ishoa wetland subject hu coastal flooding. �8 Evaluation provided to determine whether off-site flooding increases during the 1 00-year 24-hour storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development retesforthe2 and 1O-yeor24-hourstorms. |f evaluation shows that off-site flooding increases during the 1 00-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 1 00-year 24- hour storm. Standard 3: Recham0e Soil Analysis provided. Required Recharge Volume calculation provided. F-1 Required Recharge volume reduced through use of the LID site Design Credits. Sizing the infiltration, BK8Peio based on the following method: Check the method used. El Static Fl Simple Dynamic Fl Dynamic Field' Fl Runoff from all impervious areas at the site discharging to the infiltration BKAP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge Bh8pa have been sized toinfihzaby the Required Recharge Volume. �l Recharge BK0Po have been sized hoinfiltrate the Required Recharge Volume only bo the maximum extent practicable for the following reason: El Site io comprised solely ofC and D soils and/or bedrock st the land surface K0.G.Lc. 21E sites pursuant bo31OCKAR4U.00UO Fl Solid Waste Landfill pursuant ho31OCK8R1g.000 F� Project is othervAse subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. F-1 Property includes aM.G.Lc. 21E site ora solid waste landfill and g mounding analysis isincluded. 80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. � Massachusetts Department of Environmental �ProtectionProtection \���� - - Bureau of Resource Protection -Wedlands Program �=��=�����=�=���� J'~��� ���"=^0�����������^�^�� ����0�m��=�~ �m�� ������������� ���� n��0L��� � � � mmen������ ��]������� � Checklist (continued) Standard 3: Recharge(continued) 0 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 iaprovided. Documentation is provided showing that infiltration 13MPs do not adversely impact nearby wetland resource areas. Standard 4:Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; w Vehicle washing controls; • Requirements for routine inspections and maintenance ofmbonnvvab*rBKAPo; w Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; w Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; m Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; = Winter Road Salt and/or Sand Use and Storage restrictions; * Street sweeping schedules; m Provisions for prevention of illicit discharges to the stormwater management system; w Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event ofo spill or discharges toor near critical areas or from LUHPPL; ° Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; w List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice ofIntent. Treatment BK8Pa subject tothe 4496T8G removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: �l is within the Zone ||or Interim Wellhead Protection Area io near orho other critical areas El is within soils with a rapid infiltration rate(greater than 2.4 inches per hour) El involves runoff from land uses with higher potential pollutant loads. El The Required Water Quality Volume is reduced through use of the LID site Design Credits. f;l Calculations documenting that the treatment train meets the 80%TSS removal requirement and, if epp|ioab(e, the 4496T8S removal pretreatment requirement, are provided. Massachusetts Department of Environmental Protection ^ ` ` Bureau Of Resource Protection -Wetlands Program LI ��'�=�������=���� ��� �� Storm water ����N�&m�&=�" ��'�������������L ������ ������ � ��������L��� ��.������� |� � Checklist (continued) Standard 4:Water Quality(continued) F] The Bk8Pie sized(and calculations provided) based on: Z The Yror1^Water Quality Volume or 171 The equivalent flow rate associated with the Water Quality Volume and documentation io provided showing that the BMP treats the required water quality volume. �7 The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BK8P and proposed TSG removal rate ioprovided. This documentation may bein the form ofthe propriety B&YP checklist found in Volume 2. Chapter 4of the Massachusetts ShornnwaierHandbooh and submitting nopieaofthmTARPReport. STEPFleport. and/nrotherthinjpartywbudieavarifving performance nf the proprietary By0Pa. ATk8DL exists that indicates a need ho reduce pollutants other than TSS and documentation showing that the BN8Pa selected are consistent with the TK8DLioprovided. Standard 6: Land Uses With Higher Potential Pollutant Loads(LUHPPLs) 0 The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (8VVPPP) has been included with the 8tommxaaberReport. The NPIDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. r;I The NPDEG Multi-Sector General Permit does not cover the land use. Fl LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. El All exposure has been eliminated. Fl All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. • The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (a.g. all parking lots with >1UU0 vehicle trips per day) and the treatment train includes mnoil grit separator, a filtering bionabanUon area, e sand filter orequivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. �� Critical areas and BMPo are identified in the 8tormvvob*rReport. Massachusetts Department of Environmental Protection Bureau OfResource Protection -Wetlands Program �����������=��� �� �� ����������������� ��������=� n��� ������������� ��^�m n������ � � � mmnm��NL��� 0��������� 0L Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable �l The project imoubiecttothe Stonmmabar Management Standards only bu the maximum Extent Practicable aoo: L] Limited Project LJ Gnma||Residential Projects: 5-9 single family houses or 5-9 undo ina multi-family development provided there iano discharge that may potentially affect a critical area. Fl Small Residential Projects:2-4 single family houses or 2-4 units in a multi-family development with a discharge too critical area E7 Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure tm rain, snow, snow melt and runoff El Bike Path and/or Foot Path Fl Redevelopment Project LJ Redevelopment portion of mix of new and redevelopment. Certain standards are not fully met(Standard No. 1, 8, 9, and 10 must always be fully met)and an explanation of why these standards are not met im contained inthe StormmuyherRepo¢ El The project involves redevelopment and a description of all measures that have been taken to improve existing conditions io provided in the GtonnvvaherReport. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a)complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Constmmotion Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: 0 Narrative; 0 Construction Period Operation and Maintenance Plan; ° Names of Persons or Entity Responsible for Plan Compliance; 0 Construction Period Pollution Prevention K8eamunae� . 0 Erosion and Sedimentation Control Plan Drawings; a Detail drawings and specifications for erosion control BK8Pm, including sizing calculations; 0 Vegetation Planning; ° Site Development Plan; " Construction Sequencing Plan; 0 Sequencing of Erosion and Sedimentation Controls; 0 Operation and Maintenance of Erosion and Sedimentation Controls; = Inspection Schedule; = Maintenance Schedule; . 0 Inspection and Maintenance Log Form. F� A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the StonnwvaterReport. �� Massachusetts of��n�ron��enta@ ��ro�c���n " .(0 Bureau OfResource ProteCtiOO -Wet/aOds Program Checklist � �� ��� � Report WL��������������� ����� ��������N�K�������[���� N��������� �L Checklist (continued) Standard 8: Comstrmction Period Pollution Prevention and Erosion and Sedimentation Control (continued) LJ The project is highly complex and information is included in the Stormwater Report that explains why itka not possible ho submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The projectianotommyradbvaNPDES Construction General Permit. Fl The projecthaooveredbyeNP[}ESConstrudUonGenena| PennitandaoopyoftheSVVPPPinintho GbormwetarRmpnrt. The project|aoovaredbyaNPDESConatnuctionGenena! Pennbbutno8VVPPPbmeneubmitted. The SVVPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the otonnweher management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-rouUne maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation mf public safety features; Estimated operation and maintenance budget; and Z Operation and Maintenance Log Form. �l The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: [l A copy of the legal instrument(deed, homeowners association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site atorn1mmter ByNPa; El A plan and easement deed that allows site access for the legal entity to operate and maintain 8K8Phanctione. Shandamd10: Prohibition mfIllicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement ioattached; �l NO Illicit Discharge Compliance Statement is attached but will be submitted prior tm the discharge of any atonmvxaberhu post-construction BK8Pe. 147 Construction i Prevention November 12, 2014 Erosion and Sedimentation will be controlled at the site by utilizing Structural Practices, Stabilization Practices, and Dust Control. These practices correspond with plans entitled "Site Plan Of Land" Prepared For Muffin Realty Trust, 351 Willow Street South, North Andover, Massachusetts, Sheets 1-4", prepared by The Morin-Cameron Group, Inc. dated November 12, 2014 as revised and approved by the North Andover Planning Board and Conservation Commission, hereinafter referred to as the Site Plans. Responsible Party Contact Information: Stormwater Management System Owner: Muffin Realty Trust Bake N Joy Foods, Inc. 351 Willow Street South North Andover, MA 01845 P: (978) 683-1414 Town of North Andover Contact Information: North Andover Planning Department Mr. Matthew Egge 1600 Osgood Street North Andover, MA 01845 Phone: (978) 688-9535 North Andover Conservation Commission Ms.Jennifer Hughes 1600 Osgood Street North Andover, MA 01845 Phone: (978) 688-9530 North Andover Public Works Bruce D. Thibodeau, P.E. 384 Osgood Street North Andover, MA 01845 Phone:(978) 685-0950 Site Design Engineer Information: The Morin-Cameron Group, Inc. 447 Boston Street, Route 1 Topsfield, MA 01983 Phone: (978) 887-8586 [437 Structural Practices: 8 SIR Fence—Asilt fence sediment barrier wit[be constructed around the Limit of work as indicated on the Grading and Drainage PLontopreventthespreadingOf fine sediments from the site. This control w&beinstalled prior to major soii disturbance on the site. Silt Fence Requirements a\ Locate the silt fence upland where identified on the plans. h\ The silt fence should b8 nearly level through most of its length toimpound a broad, temporary pool. The Last IOto2U feet at each end of the silt fence should be swung slightly uphill(approximately O.5 feet in elevation) to provide storage capacity. ci Stake the silt fence in accordance with the construction details. d\ The silt fence should be removed when b has served its useful purpose, but not before the upslope area has been permanently stabiLLzed through one growing season and only following approval b«the Conservation Commission or their representative. Retained sediment must be removed and property disposed of, or mulched and seeded. Silt Fence Inspection/Maintenance * a\ Silt fence should be inspected immediately after each rainfall event of 1-inch or greater, and at Least daily during prolonged rainfall. Inspect the depth of sediment, tears, if the silt fence is securely attached to the stakes, and to see that the stakes are firmly in the ground. Repair or replace esnecessary. b) Remove sediment deposits promptly after storm events to provide adequate storage volume for the next rain and to reduce pressure un the silt fence. Sediment wit[ be removed from behind the silt fence when it becomes about 4" deep at the silt fence. Take care to avoid undermining the silt fence during c[eenout. d |f the silt fence tears, orin any way becomes ineffective, replace it immediately. d\ Remove all silt fence materials after the contributing drainage area has been property stabilized. Sediment deposits remaining after the silt fence has been removed should be graded to conform to the existing topography and vegetation. 2\ Inlet Protection —|niet Protection will be utilized around the existing catch basin grates and in the new grates once installed. The inlet protection will allow the storm drain inlets to be used before final stabilization. This structural practice vviU /49 allow early use nfthe drainage system. SUtsad«orequi/akent wilt he utilized for the inlet protection. Silt3e[ki3 manufactured hmACPEnvironmental. The telephone number is8O0-448-]6]fi Regular flow sUtsackwill be utilized, and ifb does not allow enough storm water flow, hi-fLowsiltsack wilt beutilized. Silt Sack (or equivaten!) Inlet Protection Inspection/Maintenance Requirements a) The silt sack trapping device and the catch basin should be inspected after every rain storm and repairs made asnecessary. b) Sediment should be removed from the silt sack after the sediment has reached a maximum depth of one-half the depth of the trap. c) Sediment should be disposed Vfina suitable area and protected from erosion b« either structural or vegetative means. Sediment material removed shalt be disposed of in accordance with all applicable local, state, and federal regulations. d) The silt sack must be replaced ifbis ripped or torn in any way. g) Temporary traps should be removed and the area repaired as soon asthe contributing drainage area to the inlet has been cornpketek/stabiLized. Stabitization Practices: Stabilization measures shall be implemented as soon as practicable in portions of the site where construction activities have temporarily or permanently ceased, but in no case more than I4days after the construction activity in that portion ofthe site has temporarily or permanently ceased,with the following exceptions. • Where the initiation of stabilization measures 6«the I4 m day after construction activity temporary or permanently cease isprecluded b« snow cover, stabilization measures shaUbe initiated as soon aspracticable. • Where construction activity wilt resume on a portion of the site within 21 days from when activities ceased, (e.g. the total time period that construction activity is ternporar[k/ceased is Less than 21 days) then stabilizzadon measures dV not have to be initiated on that portion of the site h»the 14 m day after construction activity temporarily ceased. l) Temporant Seeding—Tempuoaryseedingvvi|iaiknw a short-term vegetative cover on disturbed site areas that may be in danger of erosion. Temporary seeding wilt be done at stock piles and disturbed portions of the site where construction activity will temporarily cease for et least 2ldays. The temporary seedings wilt stabilize cleared and unvegetated areas that wilt not be brought into final grade for several weeks or months. \ 5w0 �n� a\ P�n�ngshould preferably bedone betmveenAohll'and June "" ' and September rm through September 3l* /f planting is done iD the months ofJuly and August, irrigation rnayberequbed. |f planting is done between October I^` and March 3l'' mulching should be applied immediately after planting. If seeding LSdone during the summer months, irrigation Ofsonl8IOrtwi[[pnDbabk/ be necessary. hJ Before seeding, install structural practice cuntro[s. Utilize Amoco supemgno or equivalent. d Select the appropriate seed species for temporary cover from the following table. Species Seeding Rate Seeding Rate Recommended Seeding Seed Cover Annual 1 40 April 1'to June Vt 1/4 inch Foxtait 0.7 30 May 1st to June 301h 1/2 to 1/4 inch Millet August 15th to Sept. 15 th inch Apply the seed uniformly hvhvdroseeding, broadcasting, nrhmhand. d\ Use effective mulch, such as clean grain straw, tacked and/or tied with netting to protect seedbed and encourage plant growth. Tempora[y Seeding Inspection/Maintenance* a) Inspect within 6weeks of planting ho see if stands are adequate. Check for damage within 24 hours of the end to a heavy rainfall, defined as a 2-year storm event (ie, 3.7 inches of rainfall within a twenty-four hour perk»d). Stands should be uniform and dense. Reseed and mulch damaged and sparse areas immediately. Tack c>r tie down mulch asnecessary. b) Seeds should be supplied with adequate moisture. Furnish water asneeded, especially in abnormally hot or dry weather. Water application rates should be controlled to prevent runoff. 2) GeotextRes ' GeotextiLes such as jute netting will be used in combination with other practices such a5 mulching to stabilize slopes. The following geVtextike materials or equivalent are to be utilized for structural and nonstructural.controls as shOVvM in the following table. Outlet Amoco Nonwoven polypropylene 0.150 mm opening Protection 4551 or equivalent Erosion Control Amoco Supergro or equivalent Erosion control (slope stability) revegetation mix, open polypropylene fiber on degradable polypropylene net scrim Amoco may be reached at(800)445-7732 Geotextile Installation a) Netting and matting require firm, continuous contact between the materials and the soil. If there isno contact, the material will not hold the soil and erosion will occur underneath the material. Geotextite Inspection/Maintenance a) In the field, regular inspections should be made to check for cracks, tears, or breaches in the fabric. The appropriate repairs should be made. 3) Mulching and Netting— Mulching will provide Immediate`protection toexposed soils during the period of short construction delays, or over winter months through the application of plant residues, or other suitable materials, to exposed soil areas. In areas, which have been seeded either for temporary m,permanent cover, mulching should immediately follow seeding. (]n steep slopes, mulch must besupplemented with netting. The preferred mulching material isstraw. Mulch (Hay or Straw) Materials and Installation a) Straw has been found to be one of the most effective organic mulch materials. The specifications for straw are described below, but other material may be appropriate. The straw should be air-dried;free of undesirable seeds @kcoarse materials. The application rate per l,0OOsq'fLis9O-IOO tbs. (Z-3 bates) and the application rate per acre is 3tons (I00-130 bales). The application should comer about 9U96of the surface. The use mf straw mulch is appropriate where mulch is maintained for more than three months. Straw mulch is subject to wind blowing unless anchored, is the most commonly used mulching material, and has the best rnicrnenvironnnent for germinating seeds. Mulch Maintenance * a\ Inspect after rainstorms to check for movement of mulch orerosion. If washout, breakage, or erosion occurs, repair surface, reseed, remutch, and install new netting. 15Z d If plastic netting is used to anchor mulch,cane should be taken during initial mowingstn keep the mower height high. Otherwise, the netting can wrap upon the mower blade shafts. After a period of time, the netting degrades and becomes less ofaproblem. d\ Continue inspections until vegetation is well established. 4) Land Gradigg—Grading on fill slopes, cut slopes, and stockpile areas will.bedone with full siltation controls in place. Land Grading Design/InstaLlation Requirements a) Areas tobe graded should bg cleared and grubbed mf all timber, Logs, brush, rubbish, and vegetated matter that will interfere with the grading operation. Topsoil should be stripped and stockpiled for use on critical disturbed areas for establishment ofvegetation. Cut slopes tob8topspiiedshould be thoroughly scarified tOaminimum depth Of3-incheS prior to placement oftopsoil. EJ Fill materials should be generally free of brush, rubbish, rocks, and stumps. Frozen materials orsoft and easily compressible mnaterial should not be used in fills intended to support buildings, parking Lots, roads, conduits, or other structures. d Earth fill intended to support structural measures should be compacted to a minimum of 90 percent of Standard Proctor Test density with proper moisture control, oras otherwise specified by the engineer responsible for the design. Compaction mJ other fiUsshould beto the density required bo control sloughing, erosion or excessive moisture content. Maximum thickness mf fill layers prior to compaction should not exceed 9inches. d) The uppermost one foot of fit[slopes should be compacted toet least 85percent of the maximum unit weight (basedonthernodd5edAASHTC) cornpac1b7ntesd. This is usually accomplished by running heavy equipment overthgfiit. e\ FUL should consist of material from borrow areas and excess cut will be stockpiled in areas shown on the Site Plans. All disturbed areas should be free draining, left with a neat and finished appearance, and should be protected from erosion. Land Grading Stabilization Inspection/Maintenance * a) Alt slopes should be checked periodically to see that vegetation isingood condition. Any rills or damage from erosion and animal burrowing should be repaired immediately to avoid further damage. h\ If seeps develop on the slopes, the area should be evaluated bm determine ifthe seep will cause an unstable condition. Subsurface drains ora gravel mulch may be required tm solve seep problems. However, no seeps are anticipated. 153 c) Areas requiring revegetation should be repaired immediately. Control undesirable vegetation such as weeds and woody growth to avoid bank stability problems in the future. 5) Topsoiling<*—Topsoiting will help establish vegetation on all disturbed areas throughout the site during the seeding process. The soil texture of the topsoil to be used will be a sandy loam to a silt loam texture with 15%to 20% organic content. Topsoiting Placement a) Topsoil should not be placed while in a frozen or muddy condition, when the subgrade is excessively wet, or when conditions exist that may otherwise be detrimental to proper grading or proposed seeding. b) Do not place topsoil on slopes steeper than 2.5:1, as it will tend to erode. c) If topsoil and subsoil are not properly bonded, water will not infiltrate the soil profile evenly and it will be difficult to establish vegetation. The best method is to actually work the topsoil into the layer below for a depth of at least 6 inches. 6) Permanent Seeding— Permanent Seeding should be done immediately after the final design grades are achieved. Native species of plants should be used to establish perennial vegetative cover on disturbed areas. The revegetation should be done early enough in the fall so that a good cover is established before cold weather comes and growth stops until the spring. A good cover is defined as vegetation covering 75 percent or more of the ground surface. Permanent Seeding Seedbed Preparation a) In infertile or coarse-textured subsoil, it is best to stockpile topsoil and re-spread it over the finished slope at a minimum 2 to 6-inch depth and roll it to provide a firm seedbed.The topsoil must have a sandy loam to silt loam texture with 15% to 20% organic content. If construction fill operations have left soil exposed with a loose, rough, or irregular surface, smooth with blade and roll. b) Loosen the soil to a depth of 3-5 inches with suitable agricultural or construction equipment. c) Areas not to receive topsoil shalt be treated to firm the seedbed after incorporation of the time and fertilizer so that it is depressed no more than 1/2 - 1 Inch when stepped on with a shoe. Areas to receive topsoil shall not be firmed until after topsoiting and lime and fertilizer is applied and incorporated, at which time it shalt be treated to firm the seedbed as described above. Permanent Seeding Grass Selection/Application a) Select an appropriate coot or warm season grass based on site conditions and seeding date. Apply the seed uniformly by hydro-seeding, broadcasting, or by hand. Uniform seed distribution is essential. On steep slopes, hydroseeding may |��� ~~ ^ be the most effective seeding method. Surface roughening LsparticuiarL» important when preparing slopes for hvdno5eeding. b) Lime and fertilize. Organic fertilizer shall be utilized bn areas within the IUOfoot buffer zone toavwetband resource area. d Mulch the seedings with straw applied at the rate of1/2 tons per acre. Anchor the mulch with erosion control netting or fabric on sloping areas. Amomosupergm or equivalent should be utilized. Permanent Seeding Inspection/Maintenance a> Frequently inspect seeded areas for failure and make necessary repairs and reseed irnrn8diate|«. Conduct orfollow-up survey after one year and replace failed plants where necessary. h) If vegetative cover is inadequate to prevent rM erosion, overseed and fertilize in accordance with soil test results. d If stand has less than4O96 cover, reevaluate choice of plant materials and quantities oftime and fertilizer. Re-estabiLsh the stand following seedbed preparation and seeding recommendations, omitting time and fertilizer in the absence of soil test results. |f the season prevents resovvinq. mulch or 'ute netting Is an effective temporary cover. d) Seeded areas should befertitized during the second growing season. Lime and fertilize thereafter atperiodic intervals, as needed. Organic fertilizer shalt be utilized in areas within the 100-foot buffer zone to a wettand resource area. Control- Dust control will be utilized throughout the entire construction process mf the site. For example, keeping disturbed surfaces moist during windy periods will be an effective control measure, eapecioi|»for construction access roads. The use of dust control will prevent the movement of soil ho offsite areas. However, care must be taken tOnot create runoff from excessive use of water to control dust. The following are methods of Dust Control that may be used on-sde: • Vegetative Cover—The most practical method for disturbed areas not subject to traffic' • Calcium Chloride—Calcium chloride may be applied by mechanical spreader as toose, dry granules or flakes at a rate that keeps the surface moist but not so high as to cause water pollution or plant damage. • Sprinkling—The site may be sprinkled until the surface LSwet. Sprinkling will be effective for dust control onhaui roads and other traffic routes. • Stone—Stone will be used to stabilize construction roads;will also be effective for dust control. The general contractor shall employ an on-site water vehicle for the control of dust as necessary, Non-Stormwater Discharges: The construction de-watering and all non-stormwater discharges wilt be directed into a sediment dirt bag (or equivalent inlet protection) or a sediment basin. Sediment material removed shall be disposed of in accordance with all applicable local, state, and federal regulations. The developer and site general contractor will comply with the E.P.A.'s Final General Permit for Construction De-watering Discharges, (N.P.D.E.S., Section 402 and 40 C.F.R. 122.26(b)(14)(x). Inspection/Maintenance: Operator personnel must inspect the construction site at least once every 14 calendar days and within 24 hours of a storm event of 1/2-inch or greater. The applicant shall be responsible to secure the services of a design professional or similar professional (inspector) on an on-going basis throughout all phases of the project. Refer to the Inspection/Maintenance Requirements presented earlier in the "Structural and Stabilization Practices." The inspector should review the erosion and sediment controls with respect to the following: • Whether or not the measure was installed/performed correctly. • Whether or not there has been damage to the measure since it was installed or performed. • What should be done to correct any problems with the measure. The inspector should complete the Stormwater Management Construction Phase BMP Inspection Schedule and Evaluation Checklist, as attached, for documenting the findings and should request the required maintenance or repair for the pollution prevention measures when the inspector finds that it is necessary for the measure to be effective. The inspector should notify the appropriate person to make the changes and submit copies of the form to the North Andover Engineering Department. It is essential that the inspector document the inspection of the pollution prevention measures. These records will be used to request maintenance and repair and to prove that the inspection and maintenance were performed. The forms list each of the measures to be inspected on the site, the inspector's name,the date of the inspection, the condition of the measure/area inspected, maintenance or repair performed and any changes which should be made to the Operation and Maintenance Plan to control or eliminate unforeseen pollution of storm water. Project Location: Bake N Joy, North Andover, MA Date: Stormwater Management— Construction Phase Best Managem nt Practices — Ins ec io - chedule and Evaluation Checklist Inspection Date Minimum Maintenance and Cleaning/Repair Date of Performed Frequency Inspected Inspector Key Items to Check Needed: Cleaning] by (List Items) Repair 1. Silt Fence Design/installation After heavy rainfall Requirements F�yes F�no Silt Fence events (minimum 2. Mulch Sock Inspection/Maintenance even Barrier Controls weekly) 3. Deteriorated sections must be replaced. 4. Remove accumulated sediment over 4". 5. Evidence of sediment past mulch sock. After heavy rainfall 1. F� Silt Sack(or equivalent) Inlet Protection ❑yes F�no Inlet Protection events(minimum weekly) Inspection/Maintenance After heavy rainfall 1. Temporary Seeding Planting Flyes Elno Temporary Procedures Seeding events (minimum 2, Temporary Seeding Inspection/ weekly) Maintenance After heavy rainfall 1. Geotextile Inspection/Maintenance []yes [:]no Geotextiles events (minimum weekly) Mulching & After heavy rainfall []yes [Jno Netting events (minimum 1. Mulch Maintenance weekly) After heavy rainfall 1. Land Grading Stabilization Inspection/ EJ�Elno Land Grading events (minimum Maintenance weekly) After heavy rainfall []yes Elno Permanent 1. Permanent Seeding Inspection/ events (minimum Seeding weekly) Maintenance After heavy rainfall [Jyes Elno Dust Control events (minimum week)y) After heavy rainfall []yes Elno g v Soil St=ockpiline events (minimum weekly) L(1) Refer to the Massachusetts Stormwater Handbook issued January 2,2008 and the Town of North Andover Bylaws. Stormwater Control Manager V1 151 Long Term Pollution Prevention Plan Bake N Joey Foods, Inc. 351 Willow Street South North Andover Massachusetts November 12, 21 The following operation and maintenance plan has been provided to satisfy the requirements of Standard 9 of the MassDEP Stormwater Management Handbook. The success of the Stormwater Management Plan depends on the proper implementation, operation and maintenance of several management components. The following procedures shall be implemented to ensure success of the Stormwater Management Plan: 1. The contractor shall comply with the details of construction of the site as shown on the approved plans. 2. The catch basins, VortSentry unit and Sediment forebay/infiltration Basin shall be inspected and maintained as shown in the manufacturer's guidelines and as indicated below. 3. Effective erosion control measurers during and after construction shall be maintained until a stable turf is established on all altered areas. Basic information Stormwater Management System Owner: Muffin Realty Trust Bake N Joy Foods, Inc. 351 Willow Street North Andover, MA 01845 978-683-1414 North Andover Department of Public Works: Bruce D. Thibodeau, P.E. Director 384 Osgood Street North Andover, MA 01845 978-685-0950 North Andover Planning Department: Mr. Matthew Egge Town Planner 1600 Osgood Street North Andover, MA 01845 978-688-9535 North Andover Conservation Commission: Ms.Jennifer Hughes Conservation Administrator 1600 Osgood Street North Andover, MA 01845 978-688-9530 �� ^ �~ Erosion and Sedimentation Controts During Construction: The site and drainage construction contractor shall be responsible for maintaining the storrnwoter system during construction. Routine maintenance of all items shaUbe performed to ensure adequate runoff and pollution control during construction. A proposed silt fence will be placed as shown on the proposed plan prior to the commencement of any c[earing, grubbing, and earth removal or construction activity. The integrity of the erosion control barrier will be maintained by periodic inspection and replacement as necessary. The erosion control barrier will remain in place until the first course of pavement has been placed and alL side slopes have been Loamed and seeded and vegetation has been established. A siLt sack will also be placed over the existing catch basins and the new catch basin once bisconstructed. Operations and maintenance plans for the Stornnvvater Management construction phase and tong term operation of the system have been attached to this report. General Conditions l. The property owner 5h8LL be responsible for scheduling regular inspections and maintenance of the StormOvvat8[ BMP's as detailed in the following Long-term pollution prevention plan and illustrated on the approved design plans: "Site Plan of Land" Prepared For Muffin Realty Trust, 351 VViUuvv Street North Andover, Massachusetts, Sheets I-4` prepared by The Morin-Cameron Group, Inc. dated November 12, 20I4 as revised and approved by the North Andover Planning Board and Conservation Commission, hereinafter referred tm35the Site Plans. 2. ALL StorrnvvotGr DMP's shalt be operated and maintained in accordance with the design plans and the following Long-Term Pollution Prevention Plan. 3. The owner shall: a. Maintain an Operation and Maintenance Log (see Attachment A)for the last three years, The Log shall include GiiBMP inspections, repairs, replacement activities and disposal activities (disposal material and disposal Location shall be included in the iog); b. Make the Log available tuthe North Andover Department of Public Works, Conservation Commission and Planning Department upon request; [ Allow nlerOb8[s and agents Of the North Andover Department Of Public \&hJrhS. Conservation Commission and Planning Department to enter the premises and ensure that the Owner has complied with the Operation and Maintenance Plan requirements for each BMP. 4. A recommended inspection and maintenance schedule is outlined bebJvV based On statewide averages. This inspection and maintenance schedule shall be adhered to at nliOi[DVDl for the first year of service of a[[ 8MP's referenced in this document. At the commencement of the first year of service' a more accurate inspection/maintenance schedule shall be determined based on the level of service for this site. Vegetated Areas: Immediately after construction, monitoring of the erosion control systems shalt occur until establishment mfnatural vegetation. Afterwards, vegetated areas shalt be maintained as such. Vegetation shalt be replaced as necessary to ensure proper stabilization of the site. Cost: Included with annual landscaping budget. Consult with local landscape contractors. Paved Areas: Sweepers shalt sweep paved areas semi-annually during dry weather to remove excess sediments and to reduce the amount of sediments that the drainage system shalt have tn remove from the runoff. The sweeping shalt beconducted primarily between March 15to and Novenmberl5m ' . Special attention shalt be made to sweeping paved surfaces in y4onch and April before spring rains wash residual sand into the drainage system. [oat: $IOO-$I5O per sweeping Sand containing the minimum amount of calcium chloride (or approved equivalent) needed for handling may be applied as part of the routine winter maintenance activities. Deep Surnp Catch Basins The catch basin grates shalt be checked quarterly and following heavy rainfalis to verify that the inlet openings are not clogged by debris. Debris shalt be removed from the grates and disposed of property. Deep sump catch basins shalt be inspected and cleaned quarterly as needed when accumulated sediments exceed 2' frmnm the bottom Of the sump (approximately I/2 of the sump capacity). Catch basins with hoods shalt be inspected annually to check oil build-up and outlet obstructions. Material shalt be removed from catch basins and disposed of in accordance with all applicable regulations by licensed houier. Cost: Estimated $50 - $IUO per cleaning per catch basin as needed' The Owner shalt consult local waste haulers for detailed cost estimates. Public Safety Concerns: Catch basins shalt not be Left open and unattended o1 any time during inspection' cleaning or otherwise. Broken grates or frames shalt be replaced immediately. At no time shalt any person enter the basin structure unless measures have been taken to ensure safe access in accordance with enclosed space regulations. Sediment ForebayZinfiftration Basin: The sedirnentforebay/infU1natimn basin shalt be inspected after every major storm event for the first 3 months after construction; e major storm event is 3.9 inches of rainfall in 8 34 hour period (S year storm). Thereafter, the basin shalt be inspected twice per year. If the system does not drain within 72 hours of rainstorm, the operator shalt inform the design engineer. Snow cannot be stored in the infiftration basin. Cost: $800-$1,000 per cleaning of each system. Consult local pumping companies for costs associated with cleaning of basins if necessary to remove sediment. 1('0 VortSentry Water QuaLity Unit: The VortSentry water quality pretreatment unit shall.be inspected twice per year inApril and {}ctober.The unit shall.becleaned per manufacturer instructions included herein. Debris& Litter: ALL debris and litter shall, be removed from the parking area as necessary to prevent migration into the drainage system. Pesticides, Herbicides, and Fertirvers: Pesticides and herbicides shalt be used in accordance with the Town of North Andover regulations and Zoning Bylaw as arnGDd2d from time tOtime. Fertilizers shall,b8 restricted tO the use of organic fertilizers only. ALL fertilizers, herbicides, pesticides, and the Like shall be stored in a dry area that is protected from weather. Cost: Included in the routine Landscaping maintenance schedule. The Owner sheLLconsult local landscaping contractors for details. Public Safety Concerns: Chemicals shall be stored in a secure area to prevent children from obtaining access tothem. Any major spil[sSh8i[ bereport8dtOmunicipal officials. Snow Storage and Removal.: Snow storage areas are designated ontheapprmveddesign plans. Snow shall,only bestored in designated areas, In heavy snow seasons, snow shalt. be removed from the property and disposed of in accordance with applicable regulations and a certified snow disposal site. The owner shall be responsible for informing snow [ennOv@i contractors of the Location for snow storage areas on the property. Cost. Annual snow removal budget tObe established 6«the Owner. The Owner shall.consult Local snow removal contractors for details. Prevention of ILLLctt Mscharggg |[ih[b discharges to the stornnvxater management system are not eik»vved. |iLbcit discharges are discharges that are not comprised entirely of 5tmrrnxvatec Pursuant to MassDEP Stornovvater Standards the following activities or facilities are not considered illicit discharges: firefighting, water Line flushing, landscape irrigation, uncontaminated groundwater, potable water sources, foundation drains, air conditioning condensation, footing drains, individual resident car washing, flows from riparian habitats and wetlands, dechiorinabed water from swimming pools, water used for street washing and water used to clean residential building without detergents. To prevent illicit discharges to the stormnwater management system the following policies should beimplemented: l. Provisions For Storing Materials and Waste Products Inside or Under Cover 2. Vehicle Maintenance and Washing Controls 3. Requirements for Routine Inspections Of the Etornnvxater Management System (ie: catch basins, proprietary treatment unit fk subsurface infiltration system.) 4. Spill Prevention and Response Plans. Project Location: Bake N Joy Foods, Inc — 351 Willow Street South, North over, MA Date: Stormwater Management — Post Construction Phase Best Management Practices — Inspection Schedule and Evaluation Checklist Long Term Practices Best Inspection Date Minimum Maintenance and M Key Cleaning/Repair Date of anagement Frequency Inspected Inspector Items to Check Needed: Cleaning/ Performed by Practice (List Items) Repair dyes Ono (1) Refer to the Massachusetts Stormwater Handbook issued January 2, 2008 Notes(include deviations from : Site Plan Approval and Order of Conditions and Approved Plans): 1. Limited or no use of sodium chloride slats,fertilizers or pesticides recommended. Slow release fertilizer recommended if necessary. Stormwater Control Manager 1�Z - TM ®,a UHBANLAK"'TEN VortSentryO HS Guide Operation, iPerformance and Maintenance tl } ` } �t r u :, S� s� u; T x`;4 4 h r � - a � k r w� f Cl%b:w-NTECK' OO ENGINEERED SOLUTIONS VortSentryHS 10 VortSentry° HS Design Basics The VortSentry HS is a compact, below grade stormwater There are two primary methods of sizing a VortSentry HS system. treatment system that employs helical flow technology to The Water Quality Flow Rate Method determines which model enhance gravitational separation of floating and settling size provides the desired removal efficiency at a given flow for pollutants from stormwater flows.With the ability to accept a a defined particle size.The summation process of the Rational wide range of pipe sizes,the VortSentry HS can treat and convey Rainfall Method is used when a specific removal efficiency of the flows from small to large sites.A unique internal bypass design net annual sediment load is required. means higher flows can be diverted without the use of external bypass structures.The VortSentry HS is also available in a grate Typically, VortSentry HS systems are designed to achieve an 80% inlet configuration,which is ideal for retrofit installations. annual solids load reduction based on lab generated performance curves for a particle gradation with an average particle size 050) Operation Overview of 240-microns(um). Low,frequently occurring storm flows are directed into the Water Quality Flow Rate Method treatment chamber through the primary inlet.The tangentially In many cases, regulations require that a specific flow rate, often oriented downward pipe induces a swirling motion in the referred to as the water quality design flow(WQQ), be treated. treatment chamber that increases capture and containment This WQQ represents the peak flow rate from either an event abilities. Moderate storm flows are directed into the treatment with a specific recurrence interval (i.e.the six-month storm)or a chamber through the secondary inlet,which allows for capture water quality depth (i.e. 1/2-inch of rainfall). of floating trash and debris.The secondary inlet also provides for treatment of higher flows without significantly increasing the The VortSentry HS is designed to treat all flows up to the WQQ. velocity or turbulence in the treatment chamber.This allows for Due to its internal bypass weir configuration,flow rates in the a more quiescent separation environment. Settleable solids and treatment chamber only increase minimally once the WQQ is floating pollutants are captured and contained in the treatment surpassed.At influent rates higher than the WQQ,the flow chamber. partition will allow most flow exceeding the treatment flow rate to bypass the treatment chamber.This allows removal efficiency Flow exits the treatment chamber through the outlet flow to remain relatively constant in the treatment chamber and control, which manages the amount of flow that is treated and reduces the risk of washout during bypass flows regardless of helps maintain the helical flow patterns developed within the influent flow rates. treatment chamber. Treatment flow rates are defined as the rate at which the Flows exceeding the system's rated treatment flow are diverted VortSentry HS will remove a specific gradation of sediment at away from the treatment chamber by the flow partition. Internal a specific removal efficiency.Therefore they are variable based diversion of high flows eliminates the need for external bypass on the gradation and removal efficiency specified by the design structures. During bypass,the head equalizing baffle applies head engineer and the unit size is scaled according to the project goal. on the outlet flow control to limit the flow through the treatment chamber.This helps prevent re-suspension of previously captured Rational Rainfall Method" pollutants. Differences in local climate,topography and scale make every site hydraulically unique.The Rational Rainfall Method is a sizing program Contech uses to estimate a net annual sediment load --GRATE reduction for a particular VortSentry HS model based on site size, site runoff coefficient, regional rainfall intensity distribution, xi F FRAME and anticipated pollutant characteristics. For more information ynL --GRATE INLET on the Rational Rainfall Method,see Vortechs Technical Bulletin 9 4:Modeling Long Term Load Reduction: The Rational Rainfall HEAD .:.,,�,, k .. ....__FLOwPARTITIQh! EQUALIZING ;, 1, Method, available at www.ContechES.com/stormwater BAFFLE -.. Treatment Flow Rate OUTLET FIRE P . �', ENLETPIPE The outlet flow control is sized to allow the WQQ to pass entirely l through the treatment chamber at a water surface elevation SECONDARY INLET equal to the crest of the flow partition.The head equalizing f, baffle applies head on the outlet flow control to limit the flow K,: r through the treatment chamber when bypass occurs, thus -suspension or re-entrainment of previously PRIrvYARYINL€T helping to prevent re OUTLET FLOW captured particles. CONTROL f Hydraulic Capacity The VortSentry HS is available in three standard configurations: TREATMENT sEDIMENT$TORAGE CHAMBER t_ suMP nline (with inlet and outlet pipes at 180°to each other), grated t inlet, and a combination of grate and pipe inlets. All three configurations are available in 36-inch (900-mm)through 96-inch (2400-mm) diameter manholes. 2 I(0 The configuration of the system is determined by the suffix of the model name: Equenlon r:: Na1f1ztef pf°catype Plow Raft PrWoeypt 0orr*ler Modeli/=— Flu Race r�dec • A model name without a suffix denotes a standard pipe inlet (Example HS48). Equation 1 and actual laboratory test results were used to ® A"G" at the end of the model designation denotes a grate determine the flow rate which would be required for the various inlet(Example HS48G). VortSentry HS models to remove 80%of solids. • A"GP" at the end of the model designation denotes a View report at www.ContechES.com/stormwater combination of grate and pipe inlets (Example HS48GP). Performance Maintenance The VortSentry HS system should be inspected at regular Full-Scale Laboratory Test Results intervals and maintained when necessary to ensure optimum Laboratory testing of the VortSentry HS was conducted performance.The rate at which the system collects pollutants using F-55 Silica, a commercially available sand product with will depend more heavily on site activities than the size of the an average particle size of 240-um (Table 1).This material unit, i.e., unstable soils or heavy winter sanding will cause the was metered into a model HS48 VortSentry HS at an average treatment chamber to fill more quickly, but regular sweeping will concentration of between 250-mg/L and 300-mg/L at flow rates slow accumulation. ranging from 0.50-cfs to 1.5-cfs(14-Us to 56-L/s). Inspection ' Inspection is the key to effective maintenance and is easily performed. Pollutant deposition and transport may vary from 30 600 99.7% year to year and regular inspections will help ensure that the 40' 425 95 76 system is cleaned out at the appropriate time. At a minimum, 50 300 74.7% inspections should be performed twice per year(i.e.spring 70 212 33.7% , , '? and fall) however more frequent inspections may be necessary in equipment washdown areas and in climates where winter 100 150 6.7% sanding operations may lead to rapid accumulations of a large -140 106 volume of sediment. It is useful and often required as part of a Table 1 : US Silica F-55 Particle Size Distribution permit to keep a record of each inspection.A simple inspection and maintenance log form for doing so is available for download Removal efficiencies at each flow rate were calculated based on at www.ContechES.com/stormwater net sediment loads passing the influent and effluent sampling points. Results are illustrated in Figure 1. The VortSentry HS should be cleaned when the sediment has accumulated to a depth of two feet in the treatment chamber. Assuming that sediment in the inlet chamber is ideally mixed, This determination can be made by taking two measurements removal rates through the system will decay according to the with a stadia rod or similar measuring device;one measurement percentage of flow bypassed.This effect has been observed in from the manhole opening to the top of the sediment pile and the laboratory where the test system is designed to produce a the other from the manhole opening to the water surface. If the 100 41 difference between these measurements is less than the distance 90 given in Table 2, the VortSentry HS should be maintained to ® ® ® ensure effective treatment. Bo ® Cleaning m 70 Cleaning of the VortSentry HS should be done during dry weather so conditions when no flow is entering the system. Cleanout of the 10 VortSentry HS with a vacuum truck is generally the most effective 0 and convenient method of excavating pollutants from the 0.0 os�14) 1.0(za�— 1.5(2) 2.0(e6) system. Simply remove the manhole cover and insert the vacuum Q efs(L/s) hose into the sump.All pollutants can be removed from this one Figure 1: Vort5entry HS Removal Efficiencies for 240-µm Particle access point from the surface with no requirements for Confined Gradation Space Entry. thoroughly mixed inlet stream. All VortSentry HS models have In installations where the risk of petroleum spills is small, liquid the same aspect ratio regardless of system diameter(i.e. an contaminants may not accumulate as quickly as sediment. increase in diameter results in a corresponding increase in depth). However, an oil or gasoline spill should be cleaned out Operating rates are expressed volumetrically. immediately. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable Removal efficiency at each operating rate is calculated according layer has been captured.To remove these pollutants, it may be to the average of volumetric and Froude scaling methods and is preferable to use adsorbent pads,which solidify the oils.These described by Equation 1. are usually much easier to remove from the unit individually, and less expensive to dispose than the oil/water emulsion that may be 3 1� created by vacuuming the oily layer. Floating trash can be netted out if you wish to separate it from the other pollutants. Manhole covers should be securely seated following cleaning activities to prevent leakage of runoff into the system from above and also to ensure proper safety precautions. If anyone physically enters the unit, Confined Space Entry procedures need to be followed. Disposal of all material removed from the VortSentry HS should be done is accordance with local regulations. In many locations,disposal of evacuated sediments may be handled in the same manner as disposal of sediments removed from catch basins or deep sump manholes. Check your local regulations for specific requirements on disposal. ® Note: To avoid underestimating the volume of sediment in the chamber, in. m ft. m yd3 m3 gal. liter the measuring device must be carefully HS36 36 0.9 3.6 1.1 0.5 0.4 83 314 lowered to the top of the sediment pile. HS48 48. 1.2'. 4 7 1 4 0 9 `- 0 7 158c.` 598 Finer,silty particles at the top of the pile HS60 60 1.5 6.0 1.8 1.5 1.1 258 978 may be more difficult to feel with the measuring stick.These finer particles HS72 72 1.8. 7 1 2 2 2 �, 1 6:°,? 37Z 1409 typically offer less resistance to the end HS84 84 2.1 8.4 2.6 2.9 2.2 649 2458 of the rod than larger particles toward HS96 96 the bottom of the pile. Table 2:VortSentry HS Maintenance Indicators and Sediment Storage Capacities. � I Logon to www.ContechES.com/stormwater to download the VortSentry HS Inspection and Maintenance Log. For assistance with maintaining your VortSentry HS, contact us regarding the Contech Maintenance compliance certification program. / it goo t9h. ii ENGINEERED SOLUTIONS ©2012 CONTECH ENGINEERED SOLUTIONS,LLC. NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS AN EXPRESSED WARRANTY 800-338-1122 OR AN IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR www.ContechES.com PURPOSE. SEE THE CONTECH STANDARD CONDITIONS OF SALE (VIEWABLE AT WWWCONTECHES.COM/COS)FOR MORE INFORMATION. All Rights Reserved.Printed in the USA. Contech Engineered Solutions LLC provides site solutions for the civil engineering industry.Contech's portfolio includes bridges,drainage,sanitary sewer,stormwater and earth stabilization products.For information on other Contech division offerings,visit ContechES.com or call 800,336.1122 The product(s)described may be protected by one or more of the following US patents: 5,322,629;5,624,576; 5,707,527;5,759,415;5,788,848;5,985,157;6,027,639;6,350,374;6,406,218;6,641,720;6,511,595; 6,649,048;6,991,114;6,998,038;7,186,058;7,296,692;7,297,266; related foreign patents or other patents pending. The Stormwater Management StormFilter,MFS and CDS are trademarks,registered trademarks,or licensed trademarks of Contech Engineered Solutions L-C. LEED is a registered trademark of the U-S.Green Building Council. Support Drawings and specifications are available at contechstormwateccom. Site-specific design support is available from our engineers, vshs_manual 08/12 t VortSentry° HS Maintenance The VortSentry HS system should be inspected at regular Cleaning intervals and maintained when necessary to ensure optimum Cleaning of the VortSentry HS should be done during dry performance. The rate at which the system collects pollutants `Heather conditions when no flow is entering the system. will depend more heavily on site activities than the size of the Cleanout of the VortSentry HS with a vacuum truck is unit, i.e., unstable soils or heavy winter sanding will cause the generally the most effective and convenient method of treatment chamber to fill more quickly, but regular sweeping excavating pollutants from the system. Simply remove the will slow accumulation. manhole cover and insert the vacuum hose into the sump. All pollutants can be removed from this one access point from Inspection the surface with no requirements for Confined Space Entry. Inspection is the key to effective maintenance and is easily In installations where the risk of petroleum spills is small, performed. Pollutant deposition and transport may vary from liquid contaminants may not accumulate as quickly as year to year and regular inspections will help ensure that the sediment. However, an oil or gasoline spill should be cleaned system is cleaned out at the appropriate time. At a minimum, out immediately. Motor oil and other hydrocarbons that inspections should be performed twice per year(i.e. spring accumulate on a more routine basis should be removed when and fall) however more frequent inspections may be necessary an appreciable layer has been captured.To remove these in equipment washdown areas and in climates where winter pollutants, it may be preferable to use adsorbent pads, which sanding operations may lead to rapid accumulations of a solidify the oils.These are usually much easier to remove from large volume of sediment. It is useful and often required as the unit individually, and less expensive to dispose than the part of a permit to keep a record of each inspection. A simple oil/water emulsion that may be created by vacuuming the oily inspection and maintenance log form for doing so is available layer. Floating trash can be netted out if you wish to separate for download at www.contechstormwater.com. it from the other pollutants. The VortSentry HS should be cleaned when the sediment Manhole covers should be securely seated following cleaning has accumulated to a depth of two feet in the treatment activities to prevent leakage of runoff into the system from chamber. This determination can be made by taking two above and also to ensure proper safety precautions. If anyone measurements with a stadia rod or similar measuring enters the unit, Confined Space Entry device; one measurement from the manhole opening to the physically p y procedures need to be followed. top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these Disposal of all material removed from the VortSentry HS measurements is less than the distance given in Table 1, should be done is accordance with local regulations. In the VortSentry HS should be maintained to ensure effective many locations, disposal of evacuated sediments may be treatment. handled in the same manner as disposal of sediments removed from catch basins or deep sump manholes. Check your local regulations for specific requirements on disposal. EMN . .. . ... • ..- in. m ft. m yd3 m3 gal. liter HS36 36 0.9 3.6 1.1 0.5 0.4 83 314 HS48 48 1.2- 4.7 1::4 0.9 6.7 158 598 HS60 60 1.5 6.0 1.8 1.5 1.1 258 978 HS72 72 1.8 7.1 2':2 2.1 1.6 372 1409 HS84 84 2.1 8.4 2.6 2.9 2.2 649 2458 HS96 96 2.4 9.5 2.9 3.7 2.8 '845 3199 Table 1: VortSentry HS Maintenance Indicators and Sediment Storage Capacities. I ? VortSentry HS Model: Location: Water Floatable Describe Date depth to Layer Maintenance Maintenance Comments shipment' Thicknessz Performed Personnel 1. The water depth to sediment is determined by taking two measurements with a stadia rod:one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than the distance given in Table 1,the system should be cleaned out.Note:To avoid underestimating the volume of sediment in the chamber,the measuring device must be carefully lowered to the top of the sediment pile. 2. For optimum performance,the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness.In the event of an oil spill,the system should be cleaned immediately. IGO Illicit Discharge Compliance Statement 1, John M. Morin, P.E., hereby notify the North Andover Planning Board and Conservation Commission that I have not witnessed, nor am aware of any existing illicit discharges at the site known as 351 Willow Street South in North Andover, Massachusetts. I also hereby certify that the development of said property as illustrated on the final plans entitled "Site Plan Of Land Prepared For Muffin Realty Trust, 351 Willow Street, North Andover, Massachusetts, Sheets 1-4," prepared by The Morin- Cameron Group, Inc. dated November 12, 2014 and as revised and approved by the North Andover Planning Board and Conservation Commission and maintenance thereof in accordance with the "Construction Period Pollution Prevention Plan" and "Long-Term Pollution Prevention Plan" prepared by The Morin-Cameron Group, Inc dated November 12, 2014 and as revised and approved by the North Andover Conservation Commission and Planning Board will not create any new illicit discharges. There is no warranty implied regarding future illicit discharges that may occur as a result of improper construction or maintenance of the stormwater management system or unforeseen accidents. Name: John M. Morin, P.E. Company: The Morin-Cameron Group, Inc. Title: Owner's Representative Signature: 011� Date: 10 Ell"';"T", T' 'S OF ""0; �M" ON C i SS .,... .�.-- .... ..� ., .. SOIL S;UI'I AILITY ASSESSMENT FC1R QN SITE�TQRI�ATER CE��TRE1sL SITE INFORMATION Friday,August 22nd, 2014 Street Address:#351 Willow Street City/Town:North Andover State:Massachusetts Zip Code:01845 County:Essex Land Use:Light industrial:Bake N Joy Bakery Latitude:—42039'19.9"N Longitude:—71106'56.4"W Elevation:—260'AMSL PUBLISHED SOIL DATA AND MAP UNIT DESCRIPTION Physiographic Division:Appalachian Highlands Physic.Province:New England Physic. Section: Seaboard lowland section Soil map unit:311B—Woodbridge fine sandy loam(mixed mesic Topic Udipsamments) 0 8%slopes NRCS/USDA web soil survey:Essex County,Massachusetts Northern part Map Scale: 1:400' Soil hydric or upland: Upland Average depth to water table:45.5" Depth to restrictive feature: >30". Frequency of flooding:None Frequency of ponding:None Available water capacity:Low(4.7") Drainage Class:Moderately well drained Hydrologic Soil Group: C Ksat:Very low to moderately high(0.00—0.20 inU Soil limitations:Tight substratum,low available water capacity,high saturated hydraulic conductivity,deep water tables WETLAND AREA&USGS WELL MEASUREMENTS National Wetland Inventory Map:NA Wetlands Conservancy Program:NA Bordering vegetative wetland: >100 feet Current Water Resource Condition(USGS):Well Site#424841071004101-MA-HLW 23 Haverhill MA Well completed in Sand and gravel aquifers and ice-contact deposits including kames and eskers Well depth: 15.10 feet Land surface altitude: 100.00 feet above NGVD29 Latitude:--42148'41.8"N Longitude:—71100'41.7" Most recent data value: 13.33'on 08/23/14(depth to water level in feet below land surface), Range:Normal NATIONAL FLOOD INSURANCE RATE MAP Above 500 year flood boundary?Yes Within 500 year flood boundary?No Within 100 year flood boundary?No SURFICIAL GEOLOGY: Surficial geology map: Q zm:Ground moraine Map scale: 1:24,000' Geologic parent material:Dense,coarse-loamy basal till deposits Geomorphic landform:Undulating rolling hills Landform position(2D): Shoulder Landfonn position(3D):Side slope Slope gradient:—0-3% Down slope shape: Convex Across slope shape: Convex Slope complexity:Sim le Bedrock outcropping in vicinity:None Glacial erratics in vicinity:None I t OBSE' LE #351 Willow Street North Andover Massachusetts Date: August 22,2014 Time: 08:15 Weather: Clear,cool,75°F,calm,dry Position on landscape: Flat tread of terrace Slope aspect: Easterly Vegetation: Wooded Property line: 10+feet Drainage way: 50+feet Drinking water well: 150+feet Wetlands: 100+feet Open water body: 200+feet Abutting septic system:NA SOIL PROFILE TP 14-1 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/NRCS) (EarthColors) Features from roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer ESHGWT features,etc. Very friable,fine to medium granular structure(moderate grade), silty cohesive matrix,fine grained mineral content,damp matrix, 00 , 09 A Loam 10YR22 none observed p very dark many fine to medium grass and shrub roots,free of clasts,clear brown wavy boundary. Very friable,fine to medium blocky structure(moderate grade), 09 -. 17" $ Sandy Loam 10YR56 gritty,weak cohesive matrix,fine to medium grained mineral N yellowish none observed content,damp matrix,few fine to medium tree and shrub roots, brown free of clasts,diffuse smooth boundary. Friable,medium to coarse sub-angular platy structure(strong 17 -> 70" C Sandy Loam 10YR66 grade),mixed very fine to fine grained mineral content,poorly 1 brownish @ 43" graded,damp,tight&compact matrix,moderate silt content yellowish (m 3 p) (smearing of pit walls),maintains strong cast,non-sticky,weakly stratified,30%sub-rounded to angular gravel content,20%sub- rounded to sub-angular cobble content,clasts tightly nested in matrix,diffuse wavy boundary . Friable,massive structure(moderate grade),mixed very fine to 70 --> 113" C2 Loamy sand 10YR46 coarse grained mineral content,poorly graded,damp,moderately dark yellowish compact matrix, low silt content,lacking stratification,15%sub- brown rounded to angular gravel content,clasts loosely nested in matrix,, no bedrock encountered at test pit depth. Depth to bedrock: >113" Hydrologic Soil Group: C Drainage Class:Moderately well drained Soil map unit: 311B-Woodbridge fine sandy loam(mixed,mesic,Twic Udipsamments),0-8%slopes. 2 T"P14-1 DE #351 Willow Street, North Andover Massachusetts DEPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: Not Observed Apparent water seeping from pit face: (Below,and Depth to stabilized apparent water: (Below land surface) Soil moisture state: Slightly damno ESTIMATED SEASONAL HIGH GROUNDWATER TABLE/REDOXIMORPHIC FEATURES Depth of Estimated Seasonal High Groundwater Table: 43"(below land surface) Type: Masses on grain surfaces Abundance:Many Size: Coarse Contrast:Prominent Shape:Irregular/stringy and spherical Moisture state: Slightly damp Location:Cl matrix Hardness: Soft Boundary:Diffuse Concentration color:7.5R 5/8 (dark red) Reduction color: 5PB 6/1 (bluish gray) DETERMINATION OF HIGH GROUNDWATER ELEVATION Observed depth to stabilized phreatic water: inches below grade Observed water weeping from side of deep hole: inches below grade Observed depth to redoximorphic features: 43" inches below grade Groundwater adjustment: DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: 0. 8.66 feet Depth of naturally occurring pervious material in TP 14-1 Upper boundary: 09" Lower boundary: 113" Certification I certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct evaluations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 310 CMR 15.017, I further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form,are accurate and in accordance with 310 CMR 15.017. Alexander F.Parker License#1848 June 1998 Printed name of evaluator&license number Date of Soil Evaluator Certification Unwitnessed testing. 08/22/14 Town witness Date of soil testing 3 r72. TP1 #3 VV51 Willow Street North Andover Massachusetts Date: August 22,2014 Time: 08:44 Weather: Clear,wane 82°F calm humid Position on landscape: Flat tread of terrace Slope aspect:Easterly Vegetation:Wooded Property line: 10+feet Drainage way: 50+feet Drinking water well: 150+feet Wetlands: 100+feet Open water body: 200+feet Abutting septic system:NA SOIL PROFILE TP 14-2 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/MRCS) (EarthColors) Features from roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer ESHGWT features,etc. Very friable,fine to medium granular structure(moderate grade), 00 — 12" Sand Loam 10YR22 silty cohesive matrix,fine grained mineral content,damp matrix, 11p Y none observed very dark many fine to medium grass and shrub roots,free of clasts,clear brown wavy boundary. Very friable,fine to medium blocky structure(moderate grade), " 10YR56 gritty,weak cohesive matrix,fine to medium grained mineral 12 23 $w Sandy Loam yellowish none observed content,damp matrix,few fine to medium tree and shrub roots, brown free of clasts,diffuse smooth boundary. Friable,medium to coarse sub-angular platy structure(strong 23 , 109" C Sandy Loaln 10YR66 grade),mixed very fine to fine grained mineral content,poorly brownish @ 44" graded,damp,tight&compact matrix,moderate silt content yellowish (smearing of pit walls),maintains strong cast,non-sticky,weakly (m,3,p) stratified,30%sub-rounded to angular gravel content,20%sub- rounded to sub-angular cobble content,clasts tightly nested in matrix,no bedrock encountered at test pit depth. Depth to bedrock: >109" Hydrologic Soil Group: C Drainage Class:Moderately well drained Soil map unit: 311B—Woodbridge fine sandy loam(mixed,mesic,Typic Udipsamments),0-8%slopes. 4 P-'14-- DEEP #351 Willow Street, North Andover Massachusetts DEPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: Not Observed Apparent water seeping from pit face: (Below land—face) Depth to stabilized apparent water: (Below land surface) Soil moisture state: Slightly damp ESTIMATED SEASONAL HIGH GROUNDWATER TABLE/REDOXIMORPHIC FEATURES Depth of Estimated Seasonal High Groundwater Table: 44"(below land sndace) Type: Masses on gain surfaces Abundance:Many Size: Coarse Contrast:Prominent Shape:Irreizular/stringy and spherical Moisture state: Slightly damp Location:C matrix Hardness: Soft Boundary:Diffuse Concentration color:7.5R 5/8 (dark red) Reduction color: 5PB 6/1 (bluish gray) DETERMINATION OF HIGH GROUNDWATER ELEVATION Observed depth to stabilized phreatic water: inches below grade Observed water weeping from side of deep hole: inches below grade Observed depth to redoximorphic features: 44" inches below grade Groundwater adjustment: DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: 8.08 feet Depth of naturally occurring pervious material in TP 14-2 Upper boundary: 12" Lower boundary: 109" Certification I certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct evaluations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 310 CMR 15.017. I further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form,are accurate and in accordance with 310 CMR 15.017. Alexander F.Parker License#1848 June 1998 Printed name of evaluator&license number Date of Soil Evaluator Certification Unwitnessed testing. 08/22/14 Town witness Date of soil testing 5 T 14- EEC' OBISER 1 'IONTHOU, #351 Willow Street, North Andover Massachusetts Date: August 22,2014 Time: 09:22 Weather: Clear warm 82°F calm humid Position on landscape: Flat tread of terrace Slope aspect: Eas_ terly Vegetation: Wooded Property line: 10+feet Drainage way: 50+feet Drinking water well: 150+feet Wetlands: 100+feet Open water body: 200+feet Abutting septic system:NA SOIL PROFILE It TP 14-3 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/NRCS) (EarthColors) Features from roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer ESHGWT features,etc. Antbropogenic layer,Udorthents. Mechanical mix of sand,loam 00 — 66" -C FILL LAYER 10YR22 and original A horizon.Includes concrete,asphalt,plastic and none observed very dark metal wire,some cobbles and boulders within matrix,loose and brown unstable side walls,abrupt smooth boundary. Friable,medium to coarse sub-angular platy structure(strong 66 109" C Sandy Loam 10YR72 grade),mixed very fine to fine grained mineral content,poorly light gray @ 48" graded,saturated&gleyed,tight&compact matrix,moderate silt content(smearing of pit walls),maintains strong cast,non-sticky, �m'3'p� weakly stratified,30%sub-rounded to angular gravel content,20% sub-rounded to sub-angular cobble content,clasts tightly nested in matrix,no bedrock encountered at test pit depth. Depth to bedrock: >109" Hydrologic Soil Group: C Drainage Class:Moderately well drained Soil map unit: 311B—Woodbridge fine sandy loam(mixed mesic Typic Udipsamments) 0-8%slopes 6 1 �57 #351 Willow Street, North Andover, Massachusetts DEPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: Apparent water seeping from pit face: 85" (Below land smiace) Depth to stabilized apparent water: 85" (Below land surface) Soil moisture state: Slightly damp to saturated ESTIMATED SEASONAL HIGH GROUNDWATER TABLE/REDOXIMORPHIC FEATURES Depth of Estimated Seasonal High Groundwater Table: 48"(below land surface) Type: Masses on grain surfaces Abundance:Many Size: Coarse Contrast:Prominent Shape: Irregular/stringy and spherical Moisture state: Slightly damp Location:C matrix Hardness: Soft Boundary:Diffuse Concentration color:7.5R 5/8 (dark red) Reduction color: 5PB 6/1 (bluish gray) DETERMINATION OF HIGH GROUNDWATER ELEVATION Observed depth to stabilized phreatic water: 85" inches below grade Observed water weeping from side of deep hole: 85" inches below grade Observed depth to redoximorphic features: 48" inches below grade Groundwater adjustment: DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: o,. 4.33 feet Depth of naturally occurring pervious material in TP 14-3 Upper boundary: 66" Lower boundary: 118" Certification I certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct evaluations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 310 CMR 15.017. I further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form,are accurate and in accordance with 310 CMR 15.017. Alexander F.Parker License#1848 June 1998 Printed name of evaluator&license number Date of Soil Evaluator Certification Unwitnessed testing. 08/22/14 Town witness Date of soil testing e t�� 1 . D OR,. � N HO E #351 Willow Street, North Andover Massachusetts Date: August 22,2014 Time:09:55 Weather: Clear warm 820F calm humid Position on landscape: Flat tread of terrace Slope aspect: Easterly Vegetation: Wooded Property line: 10+feet Drainage way: 50+feet Drinking water well: 150+feet Wetlands: 100+feet Open water body: 200+feet Abutting septic system:NA SOIL PROFILE TP 14-4 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/NRCS) (EarthColors) Features from roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer ESHGWT features,etc. Very friable,fine to medium granular structure(moderate grade), 00 --> 13» A silty cohesive matrix,fine grained mineral content,damp matrix, p Sandy Loam 10YR22 none observed very dark many fine to medium grass and shrub roots,free of clasts,clear brown wavy boundary. Very friable,fine to medium blocky structure(moderate grade), » gritty,weak cohesive matrix,fine to medium grained mineral 13 22 $u Sandy Loam 10YR56 yellowish none none observed content,dam matrix,few fine to medium tree and shrub roots, brown free of clasts,diffuse smooth boundary. Friable,medium to coarse sub-angular platy structure(strong grade),mixed very fine to fine grained mineral content,poorly 22 114 Sandy Loam 10YR66 brownish @ 47» graded,damp,tightcompact matrix,moderate silt content &com yellowish (n-43 p) (smearing of pit walls),maintains strong cast,non-sticky,weakly stratified,30%sub-rounded to angular gravel content,20%sub- rounded to sub-angular cobble content,clasts tightly nested in matrix,no bedrock encountered at test pit depth. Depth to bedrock: >114" Hydrologic Soil Group: C Drainage Class:Moderately well drained Soil map unit: 311B—Woodbridge fine sandy loam(mixed,mesic,T.ypic Udipsamrnents) 0-8%slopes. 8 #351 Willow Street, North Andover Massachusetts DEPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: Not Observed Apparent water seeping from pit face: (Below land surface) Depth to stabilized apparent water: (Below land surface) Soil moisture state: Slightly damp ESTIMATED SEASONAL HIGH GROUNDWATER TABLE/REDOXIMORPHIC FEATURES Depth of Estimated Seasonal High Groundwater Table: 47" (below land surface) Type: Masses on grain surfaces Abundance:Many Size:Coarse Contrast:Prominent Shape:Irregular/stringy and spherical Moisture state: Slightly damp Location:C matrix Hardness: Soft Boundary:Diffuse Concentration color:7.5R 5/8 (dark red) Reduction color: SPB 6/1 (bluish gray) DETERMINATION OF HIGH GROUNDWATER ELEVATION Observed depth to stabilized phreatic water: inches below grade Observed water weeping from side of deep hole: inches below grade Observed depth to redoximorphic features: 47" inches below grade Groundwater adjustment: DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: 8.41 feet Depth of naturally occurring pervious material in TP 14-4 Upper boundary: 13" Lower boundary: 114" Certification I certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct evaluations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 310 CMR 15.017. I further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form,are accurate and in accordance with 310 CMR 15.017. Alexander F.Parker License#1848 June 1998 Printed name of evaluator&license number Date of Soil Evaluator Certification Unwitnessed testing 08/22/14 Town witness Date of soil testing 9 k,.,,�0Mt E MASSACHUSETTS NQUH ANDOVER, MASSAMUSETTS WIL ST.MBUTY ASSESSWW:l'd`T PERCQII,�TTQ., -TEE #351 Willow Street, North Andover Massachusetts Percolation Test Percolation Test 1 Percolation Test 2 TP 14-2 TP 14-4 Depth of test: Depth to shelf: 40" 58" Depth to shelf: 43" 61" Depth of hole: 18" Depth of hole: 18" Start presoak: 10:45 11:07 End presoak: 11:00 11:22 Time at 12"--> 11:00 11:22 Time at 9"— 12:15 12:52 Time at 6"—> 13:45 14:30 Total time 9"to 6"—> 90 minutes 98 minutes Rate 30 MPI 32.6 MPI (minutes per inch) Alexander E Parker License#1848 08/22/14 Printed name of evaluator&license number Date ofpercolation testing Unwitnessed testing Town witness 10 Table 2.3.3. 1982 Rawls Rates Is Texture Class NRCS Hydrologic Soil Group Infiltration Rate (HSG) Inches/Hour Sand A 8.27 hand L.bam B ki3O Loam Silt Loam C 0.27 Sandy Clay Loam C 0.17 Clay Loam D 0.09 Silty Clay Loam D 0.06 Sandy Clay D . 0.05 Silty Clay D 0.04 Cla D 0.02 18 Rawls,Brakensiek and Saxton,1982 Volume 3:Documenting Compliance with the Massachusetts Stormwater Chapter 1 Page 22 Management Standards