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HomeMy WebLinkAbout34 Glenore Circle_Response letter_03142023_signed - - 34 GLENORE CIRCLE Sullivan Engineering Group, LLC Civil Engineers&Land Development Consultants March 14, 2023 Ms. Jean Enright,Planning Director North Andover Planning Board 120 Main Street Forth Andover, MA 01845 Re: 34 Glenore Circle, North Andover Response to Peer Review letter dated 2/6/2023 Ms. Enright; The following is a written response to the peer review performed by Horsley Witten. Group in a comment letter dated 2/6/2023. An updated Site Plan is provided as well with a revision date on 3/14/2023. Items requiring comment are numbered in the same numbering sequence in the 2/6/23 peer review letter for ease in cross referencing. 2. A groundwater mounding was requested. The analysis is provided below. GROUNDWATER MOUND UNDER A RECTANGULAR RECHARGE AREA Using the Hantush1 Derivation w(Percolation Rate): 0.65 [LIT]K(Hydraulic Conductivity): 12 Specific Yield): 0.25 gTime): 0.1 (initial Saturated Thickness): 6 (Length of Recharge Area): 46 (Width of Recharge Area): 7.5 Results Maximum hydraulic head: 6.29747707 Increase in hydraulic head: 0.29747707 Therefore, the increase of 0.30 feat in head will not extend into the subsurface infiltration system....ok 3. An Outlet device has been added Stormwater infiltration system by means of an emergency overflow cutout in the roof drainage system. A detail has been added to the plan. Additionally, a note has been added to the plan as well at each proposed roof drain location. P.O. Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksu11.53geomcast.net 6. The subcatchment areas were sligh% adjusted per the peer review comment. Subcatchment I was slightly increased and subcatchment 2 was slightly decreased. 7. The subcatchment areas were adjusted and corrected areas are reflected in the updated HydroCAD report 8. The grass cover under existing and proposed conditions were verified (see HydroCAD report) 9. The 10 &25 year storm events were adjusted to reflect the N OAA Atlas values 11. A silt sack detail was added to the Site Plan 13. A standalone O&M plan has been,provided to the owner with a simple sketch plan attachment showing BMP's. (attached for reference) 14. The signed illicit discharge statement is provided below. Illicit Discharge Compliance Statement To the best of my knowledgeno illicit discharges currently exist on the site and no future illicit discharge will be allowed,including wastewater discharges and discharges ofstorm water contaminated by contact with proce�p wastes,raw materials,toxic pollutants,hazardous substances, oil,or grease. Y 1%a 14,94 VA, 4,,4,1,, Owner: 15. The pool will not be pumped out at the end of each season. This is a year round exercise pool (8'x 14') Within an enclosed structure (heated) for year round use. The Planning Board was made aware of this at the 3/7/2023 public hearing I believe this addresses all concerns and comments per the peer review letter and Planning Board comments. If you have any questions please email or call me. Very Truly You ai D. Jac Sullivan, P.E. 4 Ar Attachments: 1) Drainage Summary 2) HydroCAD analysis (Predevelopment& Postdevelopment) 3) Watershed map 4) Standalone O&M plan and sketch of BMP's. P.O. Box 2004 Woburn, MA01888 (781) 854-8644 e-mail:jacksull,53(y7),,comeast.net Sullivan Engineering Group, LLC Civil Engineers & Land Development Consultants January 23, 2023 Revised: March 14, 2023 Town of North Andover Planning Dept. 120 North Main Street North Andover, MA 01845 Re: 34 Glenore Circle, North Andover Watershed Special Permit— Stormwater Summary Planning Dept; The owner/applicant is proposing construction of an inground pool(to be enclosed within a roofed structure),demolition of existing deck,construction of a new deck,replacement of deck steps,a pervious patio with bluestone,a firepit, drainage mitigation and minor grading changes within the 325 foot Non-Discharge Zone,but outside the 150'Non-Disturbance zone with the Watershed Protection District within the Town of North Andover. No trees are to be cut or removed as part of this project,the entirety of the project is on an existing lawn area. As such, a Watershed Special Permit is required and the applicant has provided drainage mitigation and erosion control protection. Soil testing was conducted onsite by John D. Sullivan III(Soil Evaluator Lic#: 2378)and the soil testhole location and soil log are provided on the Site Plan. A drainage infiltration system is proposed to collect the entire roof area of the proposed pool house roof. Roof runoff will be collected by gutters and 4 inch HPDE roof drains and conveyed to a drainage infiltration field consisting of cultec recharger units and washed crushed stone. The drainage field has been sized to store/infiltrate the 2, 10,25,and 100 year storm event. The infiltration field is sited 2 feet above the seasaonal high groundwater table. An exfiltration rate of 1.02 in/hr has been used in the HydroCAD model to reflect a"Sandy Loam"soil which was present onsite. The 2,10,25, & 100 year rainfall amounts were taken from the NRCC Atlas of Precipitation Extremesfor the Northeastern United States. The 10 &25 year storm values were taken from the NOAA Atlas 14 values since these are more conservative and recommended by the peer reviewer for this project. Two subcatchements were analyzed for the subject site. Only the subcatchment"IS"is being modified as part of this project,but both subcatchments are shown to comply with the drainage requirements in the North Andover bylaw. A HydroCAD analysis is included for the predevelopment and postdevelopment watershed area for the site. The following are the results of the Predevelopment vs. Postdevelopment analysis: Design Point 1 Predevelopment(cfs) Volume(cf) Postdevelopment(cfs) Volume(cf) Storm Event 1/2 Storm Event 0.00 0 0.00 0 2 Year 0.30 1,844 0.30 1,828 10 Year 1.62 6,468 1.61 6,411 25 Year 2.71 10,239 2.69 10,148 100 Year 5.31 19,354 5.26 19,183 PO Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksu1153@comcast.net Design Point 2 Predevelopment(cfs) Volume(cf) Postdevelopment(cfs) Volume(cf) Storm Event 1/2 Storm Event 0.00 0 0.00 0 2 Year 0.21 627 0.21 627 10 Year 0.49 1443 0.49 1443 25 Year 0.69 2018 0.69 2018 100 Year 1.10 3286 1.10 3286 PO Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksu1153@comcast.net 3e 9,— I I/ SILT SACK DETAIL: m 04 (NOT 70 SCALE) R"DRAIN 7.6— NOXTRA nOM FRO,-7.5'x 4&0'W1 12 LMTS SUBSURFACE INFILTRATION SYSTEM (MOT TO SCALE) a ItTLAND LINE TAMfFROM DOWNSPOUT PLAN NO,13MIll Imoo't 13%PL)T---, FTAw DOWNSPOUT OPENING—,,, GRADE DRNAGE HOPE DRAIN /.4, '���ga AJ PLAN MEW EASEMENT vlow ff� OVERFLOW DOWNSPOUT DETAIL co 7.r O.Q (NOT TO SCALE)Follk= x All, 6"X e TRENOH X.; -'p "8� . IN m,Ir Rep • ROM iD,d CROSS SECTION EROSION CONTROL BARRIER HOT TO ———————— All, AL TAX MAP 370 LOT 73 #20 GLENORE CIRCLE N/F CHRISTOPHER M.ANDREW o'do Il-l"FhVIt Q-4 Ex co AL % St-P P� l&ou dlp aft _94 POLIO 0 'Poo N; CB MOP, M.W.4 AM IMD GLENORE (70 P— Sa Ir HOPE st.101. POt ,ig 0 -06- 4b. EASEMENT E WATER CIRCLE W LEGEND, ZONING INFORMATION: C13 TEMPORARY BENCHMARK CHART.' TAX MAP 37B LOT 75 TRIO FOOT CONT" ZONING DISTRICT:RN —VON £LEV. #31 GLENORE CIRCLE SPOT GRADE W1W WATERSHED DISTRICT NA HENRY TY MIN.SLDG.SETBACKS PIK MAIL#4 PA"IN, FRONT: 30 FEET DEODUOUS TREE(>6-OVA.) SIDE: 30 FEET MT. NTIAWNW& REAR. 30 FEET GRAPHIC SCALE coma CONCRETE WrIlRn nl4NFR- 1s 2S N47 1�7 1L 2L Design Point 1 Design Point 2 SubCat Reach on Link Drainage Diagram for 34 Glenore Circle_Predevelopment Prepared by Sullivan Engineering Group, LLC 3/14/2023 [HydroCADE)7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 34 Glenore Circle_Predevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 2 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=68,742 sf Runoff Depth=0.32" Flow Length=430' Tc=12.8 min CN=59 Runoff=0.30 cfs 1,844 cf Subcatchment 2S: Runoff Area=7,520 sf Runoff Depth=1.00" Tc=6.0 min CN=75 Runoff=0.21 cfs 627 cf Link 1L: Design Point 1 Inflow=0.30 cfs 1,844 cf Primary=0.30 cfs 1,844 cf Link 2L: Design Point 2 Inflow=0.21 cfs 627 cf Primary=0.21 cfs 627 cf Total Runoff Area = 76,262 sf Runoff Volume = 2,471 cf Average Runoff Depth = 0.39" 34 Glenore Circle_Predevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 3 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Runoff = 0.30 cfs @ 12.32 hrs, Volume= 1,844 cf, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 39,156 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 27,300 61 >75% Grass cover, Good, HSG B 68,742 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Predevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 4 HydroCAD(D 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Hydrograph 0.32 0.30 CfS 0 Runoff 03 Type III 24-hr 2 yr 0.28 /0.26 Rainfall=3.20" 0.24 '- Runoff Area=68,742 sf 0.22 /0.2 Runoff Volume=1,844 cf .-. 0.18 Runoff_Depth=0,32 3 0.16 LL 0.14 Flow Length=430' 0.12 %. Tc=12.8 min 0.1 CN=59 0.08. 0.06 0.04 0.02 ° 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 5 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 2S: Runoff = 0.21 cfs @ 12.10 hrs, Volume= 627 cf, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,658 61 >75% Grass cover, Good, HSG B 7,520 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph 0.23 p Runoff 0.22 0.21 cfs 0021 AlType III 2 -hr 2 yr 0.2 0.19 0.18 Rainfall=3.20" 0.17 0.16 Runoff Area=7,520 sf 0.15 0.14 Runoff Volume=627 cf w 0.13 �r Runoff Depth=1..00 LL 009 % Tc=6.0 min 0.08 0.07 N=75 0.06 0.05 0.04 0.03 - - - - 0.02iii 0.01 0 /, ,/////iii'%/i//y////G'rir/r/r/r /i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 6 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 1 L: Design Point 1 Inflow Area = 68,742 sf, Inflow Depth = 0.32" for 2 yr event Inflow = 0.30 cfs @ 12.32 hrs, Volume= 1,844 cf Primary = 0.30 cfs @ 12.32 hrs, Volume= 1,844 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph IM Inflow p Primary 0.32 o.3o/cfs 0.3 Inflow Area=68,742 sf 0.28 0.26 0.24 0.22 0.2 N 0 0.16 0.14 r� 0.12 0.1 s� 0.08 it 0.06 0.02!� 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 2L: Design Point 2 Inflow Area = 7,520 sf, Inflow Depth = 1.00" for 2 yr event Inflow = 0.21 cfs @ 12.10 hrs, Volume= 627 cf Primary = 0.21 cfs @ 12.10 hrs, Volume= 627 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph IM Inflow 0.23 p Primary 0.22 0.21 cfs 0.21 Inflow-Area=7,520 sf 0.2 0.19 0.18 0.17 0.16 0.15 0.14 y 0.13 0.12 LL 00.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 � 0.01 j// 31, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 8 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=68,742 sf Runoff Depth=1.13" Flow Length=430' Tc=12.8 min CN=59 Runoff=1.62 cfs 6,468 cf Subcatchment 2S: Runoff Area=7,520 sf Runoff Depth=2.30" Tc=6.0 min CN=75 Runoff=0.49 cfs 1,443 cf Link 1 L: Design Point 1 Inflow=1.62 cfs 6,468 cf Primary=1.62 cfs 6,468 cf Link 2L: Design Point 2 Inflow=0.49 cfs 1,443 cf Primary=0.49 cfs 1,443 cf Total Runoff Area = 76,262 sf Runoff Volume = 7,911 cf Average Runoff Depth = 1.24" 34 Glenore Circle_Predevelopment Type /// 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 9 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Runoff = 1.62 cfs @ 12.20 hrs, Volume= 6,468 cf, Depth= 1.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.04" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 39,156 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 27,300 61 >75% Grass cover, Good, HSG B 68,742 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Predevelopment Type /// 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 10 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Hydrograph 1.62 CfS 0 Runoff Type III 24-hr 10 yr Rainfall=5.04" Runoff Area=68,742 sf - - - � Runoff Volume=6,468 cf-- 1 s/ Runoff Depth=1.13" j Flow Length=430' Tc=12.8 min / CN=59 r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 11 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 2S: Runoff = 0.49 cfs @ 12.09 hrs, Volume= 1,443 cf, Depth= 2.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.04" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,658 61 >75% Grass cover, Good, HSG B 7,520 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph 0.55 0.49 cfs 0 Runoff 0.5 j Type III 24-hr 10 yr_ 0.45 Rainfall=5.04" 04 520 sf_ _Runoff Area=7, 0.35 % Runoff Volume=1,443 cf 0.3 Runoff Depth=2.30 0 U. 0.25 % Tc=6.0 m i n 0.2 CN=75 0.15 �r 0.1 r/ r/ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 12 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 1 L: Design Point 1 Inflow Area = 68,742 sf, Inflow Depth = 1.13" for 10 yr event Inflow = 1.62 cfs @ 12.20 hrs, Volume= 6,468 cf Primary = 1.62 cfs @ 12.20 hrs, Volume= 6,468 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph Inflow 1.62 CfS ®Primary Inflow Area=68,742 sf 3 LL 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 13 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 2L: Design Point 2 Inflow Area = 7,520 sf, Inflow Depth = 2.30" for 10 yr event Inflow = 0.49 cfs @ 12.09 hrs, Volume= 1,443 cf Primary = 0.49 cfs @ 12.09 hrs, Volume= 1,443 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph IM Inflow 0.55 p Primary 0.49 cfs 0.5 Inflow Area=7,520 sf 0.45!��r 0.4 0.35 r/ SO 0.3 LL 0.25 - - - - 0.2 - 0.1 r / rr 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 14 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=68,742 sf Runoff Depth=1.79" Flow Length=430' Tc=12.8 min CN=59 Runoff=2.71 cfs 10,239 cf Subcatchment 2S: Runoff Area=7,520 sf Runoff Depth=3.22" Tc=6.0 min CN=75 Runoff=0.69 cfs 2,018 cf Link 1 L: Design Point 1 Inflow=2.71 cfs 10,239 cf Primary=2.71 cfs 10,239 cf Link 2L: Design Point 2 Inflow=0.69 cfs 2,018 cf Primary=0.69 cfs 2,018 cf Total Runoff Area = 76,262 sf Runoff Volume = 12,257 cf Average Runoff Depth = 1.93" 34 Glenore Circle_Predevelopment Type /// 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 15 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Runoff = 2.71 cfs @ 12.20 hrs, Volume= 10,239 cf, Depth= 1.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 39,156 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 27,300 61 >75% Grass cover, Good, HSG B 68,742 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Predevelopment Type /// 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 16 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Hydrograph 3... 2.71 CfS 0 Runoff Type III 24-hr 25 yr j Rainfall=6.20" j. Runoff Area=68,742 sf_ 2.. Runoff Volume=10,239 cf u Runoff Depth;1.79" j Flow Length=430' LL j Tc=12.8 min_ 1.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 17 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 2S: Runoff = 0.69 cfs @ 12.09 hrs, Volume= 2,018 cf, Depth= 3.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,658 61 >75% Grass cover, Good, HSG B 7,520 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph 0.75 p Runoff 0.7 0.69 cfs 0.65 j Type III 24-hr 25 yr 0.6 j Rainfall=6.20" 0.55 - Runoff Area=7,520 sf 05 Runoff Volume=2 018 cf —� 0.4 / f 0.45 Runoff Depth=3.22" 3 0 0.35 Tc=6 0_min U. 0.3 % CN=75 0.25 ✓� 0.2 0.15 0.1 0.05 0' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 18 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 1 L: Design Point 1 Inflow Area = 68,742 sf, Inflow Depth = 1.79" for 25 yr event Inflow = 2.71 cfs @ 12.20 hrs, Volume= 10,239 cf Primary = 2.71 cfs @ 12.20 hrs, Volume= 10,239 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph Inflow 3.. ElPrimary 2.71 cfs Inflow Area=68,742 sf LL 1• i 0... /%o a� o/ %,/'6��/�//'L'i/i�0i/% 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 19 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 2L: Design Point 2 Inflow Area = 7,520 sf, Inflow Depth = 3.22" for 25 yr event Inflow = 0.69 cfs @ 12.09 hrs, Volume= 2,018 cf Primary = 0.69 cfs @ 12.09 hrs, Volume= 2,018 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph Inflow 0.75 p Primary 0.7 0.69 cfs Inflow Area=7,520 sf 0.65 0.6 0.55 0.5 0.45 - - - - - - w -�- 0.4 0 0.35 LL 0.3 - - 0.25 - - - - 0.2 0.15 - 0.1 0.0511 0, 2 '%i�/GOa i�/a/, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 20 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=68,742 sf Runoff Depth=3.38" Flow Length=430' Tc=12.8 min CN=59 Runoff=5.31 cfs 19,354 cf Subcatchment 2S: Runoff Area=7,520 sf Runoff Depth=5.24" Tc=6.0 min CN=75 Runoff=1.10 cfs 3,286 cf Link 1 L: Design Point 1 Inflow=5.31 cfs 19,354 cf Primary=5.31 cfs 19,354 cf Link 2L: Design Point 2 Inflow=1.10 cfs 3,286 cf Primary=1.10 cfs 3,286 cf Total Runoff Area = 76,262 sf Runoff Volume = 22,640 cf Average Runoff Depth = 3.56" 34 Glenore Circle_Predevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 21 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Runoff = 5.31 cfs @ 12.19 hrs, Volume= 19,354 cf, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 39,156 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 27,300 61 >75% Grass cover, Good, HSG B 68,742 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Predevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 22 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Hydrograph 5.31 Cfs 0 Runoff j Type III 24-hr 100 yr 5 Rainfall=8.60" -Runoff Area,68,742 sf- 4 Runoff Volume=19,354 cf w - - - - - Runoff Depth=3.38"- ///, 3 Flow Length=430' LL Tc=12.8 min 2 CN=59 0,.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 23 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 2S: Runoff = 1.10 cfs @ 12.09 hrs, Volume= 3,286 cf, Depth= 5.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,658 61 >75% Grass cover, Good, HSG B 7,520 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph 1.10 cfS 0 Runoff j Type III 24-h r 100 yr_ Rainfall=8.60" j Runoff Area=7,520 sf Runoff Volume=3,286 cf jRunoff Depth=5.24" Tic=6.0 ruin GN=75 0.-.. L . . . . " " I' ll -5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 24 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 1 L: Design Point 1 Inflow Area = 68,742 sf, Inflow Depth = 3.38" for 100 yr event Inflow = 5.31 cfs @ 12.19 hrs, Volume= 19,354 cf Primary = 5.31 cfs @ 12.19 hrs, Volume= 19,354 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph Inflow p Primary 5.31 cfs Inflow Area=68,742 sf - 5 i 4 LL ' 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 25 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 2L: Design Point 2 Inflow Area = 7,520 sf, Inflow Depth = 5.24" for 100 yr event Inflow = 1.10 cfs @ 12.09 hrs, Volume= 3,286 cf Primary = 1.10 cfs @ 12.09 hrs, Volume= 3,286 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph Inflow .. ®Primary 1.10 cfs Inflow Area=7,520 sf w 3 0 LL i r . 0... 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle Predevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 26 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=68,742 sf Runoff Depth=0.00" Flow Length=430' Tc=12.8 min CN=59 Runoff=0.00 cfs 0 cf Subcatchment 2S: Runoff Area=7,520 sf Runoff Depth=0.00" Tc=6.0 min CN=75 Runoff=0.00 cfs 0 cf Link 1 L: Design Point 1 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Link 2L: Design Point 2 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Total Runoff Area = 76,262 sf Runoff Volume = 0 cf Average Runoff Depth = 0.00" 34 Glenore Circle Predevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 27 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr half inch event Rainfall=0.50" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 39,156 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 27,300 61 >75% Grass cover, Good, HSG B 68,742 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle Predevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 28 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Hydrograph p Runoff Type III 24-hr half inch event Rainfall=0.50" Runoff Area=68,742 sf Runoff Volume=0 cf w Runoff Depth=0.00„ 3 Flow Length=430' LL Tc=12.8 min CN=59 0.00 cfs 0 %'2 062 M i ", %i i/ri/ / iii;/IS%% 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle Predevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 29 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 2S: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr half inch event Rainfall=0.50" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,658 61 >75% Grass cover, Good, HSG B 7,520 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph p Runoff Type III 24-hr half inch event Rainfall=0.50„ Runoff Area=7,520 sf Runoff Volume=0 cf y Runoff Depth=0.00" 3 Tc=6.0 m i n LL CN=75 0.00 cfs 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle Predevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 30 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 1 L: Design Point 1 Inflow Area = 68,742 sf, Inflow Depth = 0.00" for half inch event event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph 1... IMInflow 0 Primary Inflow Area=68,742 sf 3 0 U. 0.00 cfs r/r%�%�%�%�/�%///�//�/%%rG/G'I'l/l�.. ..,rrj . . .. i.... r r i r r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle Predevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 31 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 2L: Design Point 2 Inflow Area = 7,520 sf, Inflow Depth = 0.00" for half inch event event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph 1... IMInflow 0 Primary Inflow Area=7,520 sf 3 0 U. 0.00 cfs r/r%�%�%�%�/�%///�//�/%%rG/G�/i//'/ �j///p/p/p/r%�ji/�/�/%L/�///c% . . .. i.... r r i r r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 3S 2S 1S Roof Area of of House 1P 2L Cultec Infiltration Field 1 L Design Point 2 Design Point 1 Subcat Reach on Link Drainage Diagram for 34 Glenore Circle_Postdevelopment Prepared by Sullivan Engineering Group, LLC 3/14/2023 HydroCADO 7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 34 Glenore Circle_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 2 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=68,134 sf Runoff Depth=0.32" Flow Length=430' Tc=12.8 min CN=59 Runoff=0.30 cfs 1,828 cf Subcatchment 2S: Runoff Area=7,520 sf Runoff Depth=1.00" Tc=6.0 min CN=75 Runoff=0.21 cfs 627 cf Subcatchment 3S: Roof Area of Pool House Runoff Area=608 sf Runoff Depth=2.77" Tc=6.0 min CN=98 Runoff=0.04 cfs 141 cf Pond 1P: Cultec Infiltration Field Peak Elev=177.27' Storage=38 cf Inflow=0.04 cfs 141 cf Outflow=0.01 cfs 140 cf Link 1L: Design Point 1 Inflow=0.30 cfs 1,828 cf Primary=0.30 cfs 1,828 cf Link 2L: Design Point 2 Inflow=0.21 cfs 627 cf Primary=0.21 cfs 627 cf Total Runoff Area = 76,262 sf Runoff Volume = 2,595 cf Average Runoff Depth = 0.41" 34 Glenore Circle_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 3 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Runoff = 0.30 cfs @ 12.32 hrs, Volume= 1,828 cf, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 39,156 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 25,452 61 >75% Grass cover, Good, HSG B 46 98 Prop. Sitting Wall 1,194 50 Pervious Patio 68,134 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 4 HydroCAD(D 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Hydrograph 0.32 0.30 CfS 0 Runoff 03 Type III 24-hr 2 yr 0.28 0.26 Rainfall=3.20" 0.24 Runoff Area=68,134 sf - 0.22 /0.2 Runoff Volume=1,828 cf u 0.18 Runoff Depth=0.32"_ 3 0.16 LL 0.14 Flow Length=430' 0.12 Tc=12.8 min 0.1 CN=59 0.08 0.06 0.04 0.02. ° 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 5 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 2S: Runoff = 0.21 cfs @ 12.10 hrs, Volume= 627 cf, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,658 61 >75% Grass cover, Good, HSG B 7,520 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph 0.23 p Runoff 0.22 0.21 cfs 0021 AlType III 2 -hr 2 yr 0.2 0.19 0.18 Rainfall=3.20" 0.17 0.16 Runoff Area=7,520 sf 0.15 0.14 Runoff Volume=627 cf w 0.13 �r Runoff Depth=1..00 LL 009 % Tc=6.0 min 0.08 0.07 N=75 0.06 0.05 0.04 0.03 - - - - 0.02iii 0.01 0 /, ,/////iii'%/i//y////G'rir/r/r/r /i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 6 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 3S: Roof Area of Pool House Runoff = 0.04 cfs @ 12.09 hrs, Volume= 141 cf, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 608 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Roof Area of Pool House Hydrograph 0.046 0 Runoff 0.044 0.04 cfs 0.042 Type III 24-hr 2 yr 0.04 0:036 Rainfall=320" 0.032 Runoff Area=608 sf 003 0.028 % Runoff Volume=141 cf ,..� j °.026 0.024 j Runoff Depth=277" 3 0 .022 LL 00.02 Tc=6.0 min 0.018 0.016 C N=98 0.014 - - - - 0.012 0.01 0.008 0.006 0.004 0.002 0" 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 in/hr Inflow Area = 608 sf, Inflow Depth = 2.77" for 2 yr event Inflow = 0.04 cfs @ 12.09 hrs, Volume= 141 cf Outflow = 0.01 cfs @ 11.75 hrs, Volume= 140 cf, Atten= 81%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.75 hrs, Volume= 140 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 177.27' @ 12.52 hrs Surf.Area= 345 sf Storage= 38 cf Plug-Flow detention time= 28.4 min calculated for 140 cf(100% of inflow) Center-of-Mass det. time= 27.5 min ( 766.1 - 738.6 ) # Invert Avail.Storage Storage Description 1 177.00' 241 cf 7.50'W x 46.00'L x 1.79'H Prismatoid 618 cf Overall - 16 cf Embedded = 602 cf x 40.0% Voids 2 177.50' 16 cf 3.0"W x 12.5"H x 7.50'L Cultec Contactor 100HDx 12 Inside#1 256 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area Discarded Outflow Max=0.01 cfs @ 11.75 hrs HW=177.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Pond 1 P: Cultec Infiltration Field Hydrograph Inflow 0.046 0.04 cfs Discarded 0.042 Inflow Area=608 sf 0.04 0.038 Peak Elev=177.27' 0.036 0.03 Storage=38 cf 0.032 0.03 0.028 0.026 3 0.024 _o 0.022 LL 0.02 0.018 0.016 0.014 0.012 0.01 0.01 cfs 0.008 0.006 0.004Oil 0.002 0 ,ism: 1 11 "WW 'I! 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 8 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 1 L: Design Point 1 Inflow Area = 68,134 sf, Inflow Depth = 0.32" for 2 yr event Inflow = 0.30 cfs @ 12.32 hrs, Volume= 1,828 cf Primary = 0.30 cfs @ 12.32 hrs, Volume= 1,828 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph Inflow 0.32 p Primary o.3o/cfs 0.3 Inflow Area=68,134 sf 0.28 0.26 0.24 0.22 0.2 m V 0.18 3 0.16 0 0.14 r� 0.12 0.1 r r 0.08 0.06 0.02'::: 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 9 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 2L: Design Point 2 Inflow Area = 7,520 sf, Inflow Depth = 1.00" for 2 yr event Inflow = 0.21 cfs @ 12.10 hrs, Volume= 627 cf Primary = 0.21 cfs @ 12.10 hrs, Volume= 627 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph Inflow 0.23 p Primary 0.22 0.21 cfs 0.21 Inflow-Area=7,520 sf 0.2 0.19 0.18 0.17 0.16 0.15 0.14 y 0.13 0.12 LL 00.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 � 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 10 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=68,134 sf Runoff Depth=1.13" Flow Length=430' Tc=12.8 min CN=59 Runoff=1.61 cfs 6,411 cf Subcatchment 2S: Runoff Area=7,520 sf Runoff Depth=2.30" Tc=6.0 min CN=75 Runoff=0.49 cfs 1,443 cf Subcatchment 3S: Roof Area of Pool House Runoff Area=608 sf Runoff Depth=4.46" Tc=6.0 min CN=98 Runoff=0.07 cfs 226 cf Pond 1P: Cultec Infiltration Field Peak Elev=177.54' Storage=75 cf Inflow=0.07 cfs 226 cf Outflow=0.01 cfs 225 cf Link 1 L: Design Point 1 Inflow=1.61 cfs 6,411 cf Primary=1.61 cfs 6,411 cf Link 2L: Design Point 2 Inflow=0.49 cfs 1,443 cf Primary=0.49 cfs 1,443 cf Total Runoff Area = 76,262 sf Runoff Volume = 8,080 cf Average Runoff Depth = 1.27" 34 Glenore Circle_Postdevelopment Type /// 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 11 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Runoff = 1.61 cfs @ 12.20 hrs, Volume= 6,411 cf, Depth= 1.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.04" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 39,156 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 25,452 61 >75% Grass cover, Good, HSG B 46 98 Prop. Sitting Wall 1,194 50 Pervious Patio 68,134 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Postdevelopment Type /// 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 12 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Hydrograph 1.61 Cfs 0 Runoff Type III 24-hr 10 yr Rainfall=5.04" Runoff Area=68,134 sf Runoff Volume_=6,411 cf_ jRunoff Depth=1.13" s LL Flow Length=430' Tc=12.8 min CN=59 ISS 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 13 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 2S: Runoff = 0.49 cfs @ 12.09 hrs, Volume= 1,443 cf, Depth= 2.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.04" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,658 61 >75% Grass cover, Good, HSG B 7,520 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph 0.55 0.49 cfs 0 Runoff 0.5 j Type III 24-hr 10 yr_ 0.45 Rainfall=5.04" 04 520 sf_ _Runoff Area=7, 0.35 % Runoff Volume=1,443 cf 0.3 Runoff Depth=2.30 0 U. 0.25 % Tc=6.0 m i n 0.2 CN=75 0.15 �r 0.1 r/ r/ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 14 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 3S: Roof Area of Pool House Runoff = 0.07 cfs @ 12.09 hrs, Volume= 226 cf, Depth= 4.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.04" Area (sf) CN Description 608 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Roof Area of Pool House Hydrograph 0.075 O RUnoff 0.07 0.07 cfs 0.065 Type III 24-hr 10 yr - Rainfall=5,04"- 0.055 0.05 Runoff Area=608 sf 0.045 Runoff Volume=226 cf 004 j Runoff Depth=4.46" 0 0.035 L %0.03 Tc=6.0 m i n 0.025 CN=98 0.02 0.015 � 0.01 0.005 p.... //,w,/,/i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 15 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 in/hr Inflow Area = 608 sf, Inflow Depth = 4.46" for 10 yr event Inflow = 0.07 cfs @ 12.09 hrs, Volume= 226 cf Outflow = 0.01 cfs @ 11.65 hrs, Volume= 225 cf, Atten= 88%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.65 hrs, Volume= 225 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 177.54' @ 12.67 hrs Surf.Area= 345 sf Storage= 75 cf Plug-Flow detention time= 63.8 min calculated for 225 cf(100% of inflow) Center-of-Mass det. time= 62.8 min ( 797.8 - 735.1 ) # Invert Avail.Storage Storage Description 1 177.00' 241 cf 7.50'W x 46.00'L x 1.79'H Prismatoid 618 cf Overall - 16 cf Embedded = 602 cf x 40.0% Voids 2 177.50' 16 cf 3.0"W x 12.5"H x 7.50'L Cultec Contactor 100HDx 12 Inside#1 256 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area Discarded Outflow Max=0.01 cfs @ 11.65 hrs HW=177.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Pond 1 P: Cultec Infiltration Field Hydrograph 0.075 Inflow 0.07 cfs ®Discarded Inflow Area=608 sf 0.065. 0.06 Peak Elev=177.54' 0.055 0.05 Storage=75 cf 0.045 0.04 o 0.035 LL 0.03 0.025 0.02 0.015 11 0.01 0.01 cfs IN 0.005 p,: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 16 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 1 L: Design Point 1 Inflow Area = 68,134 sf, Inflow Depth = 1.13" for 10 yr event Inflow = 1.61 cfs @ 12.20 hrs, Volume= 6,411 cf Primary = 1.61 cfs @ 12.20 hrs, Volume= 6,411 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph Inflow 1.61 CfS ®Primary Inflow Area=68,134 sf w 1 LL 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 17 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 2L: Design Point 2 Inflow Area = 7,520 sf, Inflow Depth = 2.30" for 10 yr event Inflow = 0.49 cfs @ 12.09 hrs, Volume= 1,443 cf Primary = 0.49 cfs @ 12.09 hrs, Volume= 1,443 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph Inflow 0.55 p Primary 0.49 cfs 0.5 Inflow Area=7,520 sf 0.45!��r 0.4 0.35 r/ 0.3 LL 0.25 - - - - 0.2 - 0.1 r / rr 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 18 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=68,134 sf Runoff Depth=1.79" Flow Length=430' Tc=12.8 min CN=59 Runoff=2.69 cfs 10,148 cf Subcatchment 2S: Runoff Area=7,520 sf Runoff Depth=3.22" Tc=6.0 min CN=75 Runoff=0.69 cfs 2,018 cf Subcatchment 3S: Roof Area of Pool House Runoff Area=608 sf Runoff Depth=5.51" Tc=6.0 min CN=98 Runoff=0.08 cfs 279 cf Pond 1P: Cultec Infiltration Field Peak Elev=177.72' Storage=101 cf Inflow=0.08 cfs 279 cf Outflow=0.01 cfs 279 cf Link 1L: Design Point 1 Inflow=2.69 cfs 10,148 cf Primary=2.69 cfs 10,148 cf Link 2L: Design Point 2 Inflow=0.69 cfs 2,018 cf Primary=0.69 cfs 2,018 cf Total Runoff Area = 76,262 sf Runoff Volume = 12,446 cf Average Runoff Depth = 1.96" 34 Glenore Circle_Postdevelopment Type /// 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 19 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Runoff = 2.69 cfs @ 12.20 hrs, Volume= 10,148 cf, Depth= 1.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 39,156 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 25,452 61 >75% Grass cover, Good, HSG B 46 98 Prop. Sitting Wall 1,194 50 Pervious Patio 68,134 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Postdevelopment Type /// 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 20 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Hydrograph 3... 2.69'CfS 0 Runoff Type III 24-hr 25 yr j Rainfall=6.20" - - - - / -Runoff Area=68,134 sf-- 2.. Runoff Volume=10,148 cf Runoff Depth=1.79" 3 Flow Length=430' LL �i r, j Tc=12.8 min CN=59 1. 0/2 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 21 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 2S: Runoff = 0.69 cfs @ 12.09 hrs, Volume= 2,018 cf, Depth= 3.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,658 61 >75% Grass cover, Good, HSG B 7,520 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph 0.75 p Runoff 0.7 0.69 cfs 0.65 j Type III 24-hr 25 yr 0.6 j Rainfall=6.20" 0.55 - Runoff Area=7,520 sf 05 Runoff Volume=2 018 cf —� 0.4 / f 0.45 Runoff Depth=3.22" 3 0 0.35 Tc=6 0_min U. 0.3 % CN=75 0.25 ✓� 0.2 0.15 0.1 0.05 0' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 22 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 3S: Roof Area of Pool House Runoff = 0.08 cfs @ 12.09 hrs, Volume= 279 cf, Depth= 5.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 608 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Roof Area of Pool House Hydrograph 0.09 0 Runoff 0.085 0.08 cfs 0.08 Type III 24=hr 25 yr 0.075 Rainfall=620 7 Runoff Area=608 sf 0.065 0.06 0.055 % Runoff Vol u me=279 cf 0.05 j Runoff Depth=5.51" - 3 0.045 / C - - - - a 0.04 j Tc=6.0 min 0.035 / 0.03 CN=98- - i 0.025 / 0.02 0.015 /,ram 0.01 . !; 0.005 %;//�/r�i ,,/i�ir,/,/�✓rLr//� „i/„i�l/�r�/,��%/,/,/,/�!/%�/�/fir/�ri�'/',' 0..::. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 23 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 in/hr Inflow Area = 608 sf, Inflow Depth = 5.51" for 25 yr event Inflow = 0.08 cfs @ 12.09 hrs, Volume= 279 cf Outflow = 0.01 cfs @ 11.45 hrs, Volume= 279 cf, Atten= 90%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.45 hrs, Volume= 279 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 177.72' @ 12.87 hrs Surf.Area= 345 sf Storage= 101 cf Plug-Flow detention time= 91.4 min calculated for 278 cf(100% of inflow) Center-of-Mass det. time= 90.3 min ( 824.3 - 734.0 ) # Invert Avail.Storage Storage Description 1 177.00' 241 cf 7.50'W x 46.00'L x 1.79'H Prismatoid 618 cf Overall - 16 cf Embedded = 602 cf x 40.0% Voids 2 177.50' 16 cf 3.0"W x 12.5"H x 7.50'L Cultec Contactor 100HDx 12 Inside#1 256 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area Discarded Outflow Max=0.01 cfs @ 11.45 hrs HW=177.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Pond 1 P: Cultec Infiltration Field Hydrograph Inflow 0.09 0.08 cfs M Discarded 0.085 Inflow Area=608 sf 0.08 0.075 0.07 Peak Elev=177.72' 0.07 0.065 Storage=101 cf 0.06.. 0.055 0.05 0.045 0 M 0.04 0.035 0.03 0.025 0.02 0.015 0.01 cfs 0.01 0.005 IN 0 ....... '! 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 24 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 1 L: Design Point 1 Inflow Area = 68,134 sf, Inflow Depth = 1.79" for 25 yr event Inflow = 2.69 cfs @ 12.20 hrs, Volume= 10,148 cf Primary = 2.69 cfs @ 12.20 hrs, Volume= 10,148 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph Inflow 3""' ®Primary 2.69 cfs Inflow Area=68,134 sf 2,.. 3 LL r A&=MM i r 111 ///i/// r ii 0...ZOO o/ .. ..i.....�n�/�// 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 25 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 2L: Design Point 2 Inflow Area = 7,520 sf, Inflow Depth = 3.22" for 25 yr event Inflow = 0.69 cfs @ 12.09 hrs, Volume= 2,018 cf Primary = 0.69 cfs @ 12.09 hrs, Volume= 2,018 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph Inflow 0.75 p Primary 0.7 0.69 cfs Inflow Area=7,520 sf 0.65 0.6 0.55 0.5 0.45 - - - - - - w -�- 0.4 0 0.35 LL 0.3 - - 0.25 - - - - 0.2 0.15 - 0.1 0.0511 0, 2 '%i�/GOa i�/a/, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 26 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=68,134 sf Runoff Depth=3.38" Flow Length=430' Tc=12.8 min CN=59 Runoff=5.26 cfs 19,183 cf Subcatchment 2S: Runoff Area=7,520 sf Runoff Depth=5.24" Tc=6.0 min CN=75 Runoff=1.10 cfs 3,286 cf Subcatchment 3S: Roof Area of Pool House Runoff Area=608 sf Runoff Depth=7.69" Tc=6.0 min CN=98 Runoff=0.12 cfs 390 cf Pond 1P: Cultec Infiltration Field Peak Elev=178.12' Storage=162 cf Inflow=0.12 cfs 390 cf Outflow=0.01 cfs 342 cf Link 1L: Design Point 1 Inflow=5.26 cfs 19,183 cf Primary=5.26 cfs 19,183 cf Link 2L: Design Point 2 Inflow=1.10 cfs 3,286 cf Primary=1.10 cfs 3,286 cf Total Runoff Area = 76,262 sf Runoff Volume = 22,858 cf Average Runoff Depth = 3.60" 34 Glenore Circle_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 27 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Runoff = 5.26 cfs @ 12.19 hrs, Volume= 19,183 cf, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 39,156 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 25,452 61 >75% Grass cover, Good, HSG B 46 98 Prop. Sitting Wall 1,194 50 Pervious Patio 68,134 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 28 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Hydrograph 5.26 Cfs 0 Runoff j Type III 24-hr 100 yr 5 j Rainfall=8.60" - - - - - -Runoff Area=68,134 sf- 4 / Runoff Volume=19,183 cf j3, Runoff Depth=3.38"- Flow Length=430' LL Tc=12.8 min 2 CN=59 0,.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 29 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 2S: Runoff = 1.10 cfs @ 12.09 hrs, Volume= 3,286 cf, Depth= 5.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,658 61 >75% Grass cover, Good, HSG B 7,520 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph 1.10 cfS 0 Runoff j Type III 24-h r 100 yr_ Rainfall=8.60" j Runoff Area=7,520 sf Runoff Volume=3,286 cf jRunoff Depth=5.24" Tic=6.0 ruin GN=75 0.-.. L . . . . " " I' ll -5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 30 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 3S: Roof Area of Pool House Runoff = 0.12 cfs @ 12.09 hrs, Volume= 390 cf, Depth= 7.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 608 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Roof Area of Pool House Hydrograph 0.125 0 Runoff 0.12. 0.12 cfs 0.115 0.11 Type III 24-hr 100 yr 0.105 o.1 / Rainfall=8.60" O. 0.09 0.085 Runoff Area_608 sf 0.08 0.075 Runoff Volume=390 cf 0.07 � � w 0°006 , Runoff Depth=7.69" .065 0.055 j Tc=6.0 min 0.05 0.045 0.04 = 0.035i CN 9$ 0.03 0.025 0.02 j 0.015 0.01 0.-.. 5 6 7 8 910 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 31 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 in/hr Inflow Area = 608 sf, Inflow Depth = 7.69" for 100 yr event Inflow = 0.12 cfs @ 12.09 hrs, Volume= 390 cf Outflow = 0.01 cfs @ 11.00 hrs, Volume= 342 cf, Atten= 93%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.00 hrs, Volume= 342 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 178.12' @ 13.33 hrs Surf.Area= 345 sf Storage= 162 cf Plug-Flow detention time= 147.4 min calculated for 340 cf(87% of inflow) Center-of-Mass det. time= 107.8 min ( 840.7 - 732.8 ) # Invert Avail.Storage Storage Description 1 177.00' 241 cf 7.50'W x 46.00'L x 1.79'H Prismatoid 618 cf Overall - 16 cf Embedded = 602 cf x 40.0% Voids 2 177.50' 16 cf 3.0"W x 12.5"H x 7.50'L Cultec Contactor 100HDx 12 Inside#1 256 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area Discarded Outflow Max=0.01 cfs @ 11.00 hrs HW=177.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Pond 1 P: Cultec Infiltration Field Hydrograph FE 3 Inflow 0.12 cfs M Discarded 0.12 Inflow Area=608 sf 0.11 0.1 Peak Elev=178.12' 0.09 Storage=162 cf 0.08 0.07. o 0.0s 0.05 0.04 0.03 0.02 0.01 cfs 0.01in 0.: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 32 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 1 L: Design Point 1 Inflow Area = 68,134 sf, Inflow Depth = 3.38" for 100 yr event Inflow = 5.26 cfs @ 12.19 hrs, Volume= 19,183 cf Primary = 5.26 cfs @ 12.19 hrs, Volume= 19,183 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph Inflow p Primary 5.26 cfs Inflow Area=68,134 sf 5,. 4 w 3 3LL 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 33 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 2L: Design Point 2 Inflow Area = 7,520 sf, Inflow Depth = 5.24" for 100 yr event Inflow = 1.10 cfs @ 12.09 hrs, Volume= 3,286 cf Primary = 1.10 cfs @ 12.09 hrs, Volume= 3,286 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph Inflow .. ®Primary 1.10 cfs Inflow Area=7,520 sf w 3 0 LL i r . 0... 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 34 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=68,134 sf Runoff Depth=0.00" Flow Length=430' Tc=12.8 min CN=59 Runoff=0.00 cfs 0 cf Subcatchment 2S: Runoff Area=7,520 sf Runoff Depth=0.00" Tc=6.0 min CN=75 Runoff=0.00 cfs 0 cf Subcatchment 3S: Roof Area of Pool House Runoff Area=608 sf Runoff Depth=0.30" Tc=6.0 min CN=98 Runoff=0.01 cfs 15 cf Pond 1P: Cultec Infiltration Field Peak Elev=177.01' Storage=1 cf Inflow=0.01 cfs 15 cf Outflow=0.00 cfs 15 cf Link 1 L: Design Point 1 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Link 2L: Design Point 2 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Total Runoff Area = 76,262 sf Runoff Volume = 15 cf Average Runoff Depth = 0.00" 34 Glenore Circle_Postdevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 35 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr half inch event Rainfall=0.50" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 39,156 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 25,452 61 >75% Grass cover, Good, HSG B 46 98 Prop. Sitting Wall 1,194 50 Pervious Patio 68,134 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Postdevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 36 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 1S: Hydrograph p Runoff Type III 24-hr half inch event Rainfall=0.50" Runoff Area=68,134 sf Runoff Volume=0 cf w Runoff Depth=0.00„ 3 Flow Length=430' LL Tc=12.8 min CN=59 0.00 cfs 0 %'2 062 M i ", %i i/ri/ / iii;/IS%% 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 37 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 2S: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr half inch event Rainfall=0.50" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,658 61 >75% Grass cover, Good, HSG B 7,520 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph p Runoff Type III 24-hr half inch event Rainfall=0.50„ Runoff Area=7,520 sf Runoff Volume=0 cf y Runoff Depth=0.00" 3 Tc=6.0 m i n LL CN=75 0.00 cfs 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type III 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 38 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Subcatchment 3S: Roof Area of Pool House Runoff = 0.01 cfs @ 12.09 hrs, Volume= 15 cf, Depth= 0.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr half inch event Rainfall=0.50" Area (sf) CN Description 608 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Roof Area of Pool House Hydrograph 0.005 0 Runoff 0.01 cfs -hr half inch event 0.005 Type III 240.004 - - - - Rainfall=0.50" jA - Runoff Area=608 sf 0.004„ Runoff Volume=15 cf 0.003 Runoff Depth=0.30" 0.003 % Tc=6.0 m i n CN=98 3 1 0.002 0.002 0.001 , 0.001 0.000 � 11 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 39 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 in/hr Inflow Area = 608 sf, Inflow Depth = 0.30" for half inch event event Inflow = 0.01 cfs @ 12.09 hrs, Volume= 15 cf Outflow = 0.00 cfs @ 12.15 hrs, Volume= 15 cf, Atten= 18%, Lag= 3.8 min Discarded = 0.00 cfs @ 12.15 hrs, Volume= 15 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 177.01' @ 12.15 hrs Surf.Area= 345 sf Storage= 1 cf Plug-Flow detention time= 5.0 min calculated for 15 cf(100% of inflow) Center-of-Mass det. time= 4.3 min ( 784.3 - 780.0 ) # Invert Avail.Storage Storage Description 1 177.00' 241 cf 7.50'W x 46.00'L x 1.79'H Prismatoid 618 cf Overall - 16 cf Embedded = 602 cf x 40.0% Voids 2 177.50' 16 cf 3.0"W x 12.5"H x 7.50'L Cultec Contactor 100HDx 12 Inside#1 256 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area Discarded Outflow Max=0.01 cfs @ 12.15 hrs HW=177.01' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Pond 1 P: Cultec Infiltration Field Hydrograph Inflow 0.005 0.01 cfs ®Discarded 0.005 Inflow Area=608 sf 0.004 0.00 cfs Peak Elev=177.01 ' 0.004 Storage=1 of 0.003 0.003 0 LL 0.002 0.002 0.001 0.001 0.000 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 40 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 1 L: Design Point 1 Inflow Area = 68,134 sf, Inflow Depth = 0.00" for half inch event event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph 1... IMInflow 0 Primary Inflow Area=68,134 sf 3 0 U. 0.00 cfs r/r%�%�%�%�/�%///�//�/%%rG/G'I'l/l�.. ..,rrj . . .. i.... r r i r r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 41 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 3/14/2023 Link 2L: Design Point 2 Inflow Area = 7,520 sf, Inflow Depth = 0.00" for half inch event event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph 1... IMInflow 0 Primary Inflow Area=7,520 sf 3 0 U. 0.00 cfs r/r%�%�%�%�/�%///�//�/%%rG/G�/i//'/ �j///p/p/p/r%�ji/�/�/%L/�///c% . . .. i.... r r i r r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Sullivan Engineering Group, LLC 0 rIJEngrneers 8 Land Derelopment Consultants Stormwater Operation & Maintenance 34 Glenore Circle North Andover, MA 01845 Beginning with the construction of the drainage system, and continuing in perpetuity thereafter, the owner(s) of the site shall maintain in accordance with the following schedule: a. Pavement and walkways shall be swept in the early spring immediately after snow melt b. Roof drain inlets,downspouts, and roof drain pipes - All components of the roof drain collection system shall be inspected at least 2 times per years Sediments and debris shall be removed and disposed of in accordance with all applicable federal, state, and local laws. Any components that become damaged shall be repaired or replacd immediately upon discovery to assure proper conveyance of stormwater runoff into the drywell systems. c. Infiltration Chambers —The level of water in the infiltration chambers shall be monitored during and after heavy rain storms at least 2 times per year during the ftrst year of operati<;m and at least twice annually thereafter for evidence of clogging or other problems. If water does not leave the chambers within 72 hours after the storm, or if water breaks out on the surface above the system,or ifthe roof collection system begins to overflow frequently (for the 10 year storm intensity or less intense storms), the infiltration bed is likely clogged. The infiltration bed shall be cleaned and repaired or replaced as needed to maintain proper functioning. d. Vegetation shall be maintained in healthy condition to prevent erosion and sedimentation in the drainage system and wetland resource areas. e. Existing Catchbasin—The existing catchbasin shall be inspected twice a year. Any accumulated sediment, branches, or leaves shall be removed from the grate area to allow free flow of water. Additionally, the inside of the catchbasin should be inspected to see if any accumulated sand or sediment needs to be removed from the basin. f. Permeable Bluestone paver—Twice a year the pavers shall be inspected after a 1"rain storm to see how water infiltrates thru the gaps in the pavers into the underlying base. The owner shall avoid placing sand on the pavers during winter conditions. Attached is a simple sketch plan which provides an illustration of the stormwater BMP's referenced above with each site item referenced with the corresponding letter above (Le "a", "b", etc....) P.O. Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksu1153gcomcast.net — ' = 1 ' SKET CH PLAN TO ACCOMPANY O &M PLAN . .0* DRAINAGE EASEMENT cb I f &L 12'ROP Fkwod End im-18MOr Lo AREA 105.181 V/2.41 - ---------- *0614 Am PrqL FbWft zE Am wIPaUs Ek to be O&M Item "f O&M Ism "d" Stop prop. `Am Am O&M tm "b" Oe patlo "c" Am Provwa own" O&M I m at dow t Ae O&M Ite d- ro FiL Dock stow a com lancamimh M=Am st-ft PWF.DRADIAM alo I * WLMA71ON FM Am GLENORE • (7.r x O&M Item "e" Prop.4rF SWd4pk m A of Work Am v to craftumn o ows"' 06 I N78W22*E , ri '22"W WATER EASEMENT S7 A CIRCLE 6ce O&M Item "a"