Loading...
HomeMy WebLinkAbout2018-11-13 Abbreviated Drainage Report Lots 4-7 - 5/17/19 RANGEI� L ABREVIATED DRAINAGE REPORT LOTS 4 - 7 REA STREET, NORTH ANDOVER, MA ASSESSOR'S MAP 38 LOT 37 MAY 17, 2018 Submitted to: Town of North Andover Conservation Commission 120 Main Street North Andover, MA 01845 Prepared for: RDM Rea Street, LLC 475 Boston Road Billerica, MA 01821 Prepared by: Ranger Engineering & Design, LLC 13 Branch Street Suite 101 Methuen, MA 01844 Tel : 978-208-1762 Benjamin C. Osgood Jr, PE Director of Engineering II. TABLE OF CONTENTS: I Cover II Table of Contents III Introduction IV Existing Conditions V Proposed Conditions VI Stormwater Design VII Drainage Analysis • Methodology VIII Summary of Peak Discharge Rates Appendices HydroCAD Calculations Stormwater Management Report 5/17/2019 III. INTRODUCTION The Rea Street Improvement plan consists of the widening and upgrading of Rea Street and the development of 7 residential building lots. The proposed drainage system was approved by the Town of North Andover planning board and conservation commission. Improvements include the widening and paving of Rea Street and the installation of utilities and drainage systems. As part of the approval the drainage system was designed based upon the building locations and footprints shown on the plans, however the construction of the homes in the wetland buffer zones and Riverfront area on the lots was not approved by the conservation commission. This drainage report has been developed to demonstrate that the proposed development of lots 4 - 7 is in compliance with the requirements of the stormwater management act and can be accommodated by the proposed drainage system shown on the approved plans. IV. EXISTING CONDITIONS The area encompassed by lots 4 — 7 is undeveloped forest land. There are Bordering Vegetated Wetlands on the south side of the lots which is associated with Mosquito Brook, which is a River. Riverfront area extends onto the property and disturbance of this area is proposed for lots 6 and 7. V. PROPOSED CONDITIONS The proposed development of the lots is contained within the approved area of disturbance shown on the plans. The proposed houses and driveways are generally situated as proposed on the original plans; however, the homes have a slightly larger footprint in some instances. The driveway areas are no larger than originally proposed and they all pitch to the street, so the treatment of pavement runoff is maintained as designed in the original plan. VI. STORMWATER DESIGN The proposed grading shown on the plans will maintain the same drainage patterns as shown on the approved plans. Treatment of Driveway runoff will occur in the same manner as designed on the approved plans and the area of proposed driveway pavement is smaller than what was approved so no modifications to the treatment system are required. Rooftop runoff is directed into the drain system as shown on the approved plans however, the roof area is slightly larger than originally approved. Calculations have been performed to show that runoff will still be controlled in all design storms analyzed in the original drainage report. Because the impervious roof area is larger than originally approved in the design a small modification to the Infiltration Area 2 will be required. The modification to this system is the addition of one additional row of Stormtech SC-310 chambers. Stormwater Management Report 5/17/2019 VII. DRAINAGE ANALYSIS Methodology The comparative hydrologic analysis of the revised proposed post-development conditions to approved post-development conditions was performed using the Soil Conservation Service, Technical Release 20 (TR-20). The hydraulic model presented in the original development package was mimicked using the same software as was used in the original design. Because the proposed development differed in a limited area and that area drained to the detention area 2, the analysis was limited to the subcatchments and systems associated with that detention area. Areas in the subcatchments were adjusted to reflect the revised proposed plans but other parameters within the software such as times of concentration and calculation settings remained the same as in the original calculations. Additionally, the subcatchments for the lots 6 and 7 roofs were analyzed to confirm that the individual roof drain systems will accommodate the increased roof areas. The 2, 10, 25, and 100 year storm events were modeled for a 24-hour, Type III storm using HydroCAD version 10.00. HydroCAD calculations for pre- and post-development conditions are include in the Appendices. The following rainfall amounts were utilized for each design storm event. 2-year Frequency Storm: 3.15 inches per 24-hours 10-year Frequency Storm: 4.83 inches per 24-hours 25-year Frequency Storm: 6.16 inches per 24-hours 100-year Frequency Storm: 8.94 inches per 24-hours IX. SUMMARY OF PEAK DISCHARGE RATES The estimation of flow rates and volumes were calculated utilizing HydroCad stormwater modeling software. The methodology is SCS TR-20, Type III, 24-hour rainfalls (2, 10, 25, & 100-year frequency storm events). Supporting calculations are included in the Appendix. Summary of Stormwater Flow Rates Point of Analysis Storm Approved Revised Post-Development Post-Development Rate Rate CFS CFS 2-year 0.00 0.00 Infiltration Area #2 10- ear 0.22 0.08 25-year 0.61 0.54 100- ear 2.07 1.98 Stormwater Management Report 5/17/2019 RANGERL STORMWATER MANAGEMENT REPORT APPENDICES HYDROCAD CALCULATIONS 29S 34S 4 5 35S 30P 33P 37S CB 3 CB 2 Lot 5 Roof P7 31 P 32P 36S 13S 15S O DMH4 D Lot 4 Roof MH2 Lot�oof Lot 7Roof 14P 16P 12P Roof Drywell Roof Drywell Infiltration Area 5 Subcat Reach on linkl Routing Diagram for Post Development Lots 4-7 Rea Street,North Andove Prepared by Ranger Engineering & Design, LLC, Printed 5/17/2019 HydroCAD®10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Post Development Lots 4-7 Rea Street, North Andover Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD010.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.461 39 >75% Grass cover, Good, HSG A (29S, 34S) 0.066 98 Paved parking, HSG A (29S, 34S) 0.190 98 Paved roads w/curbs &sewers, HSG A (29S, 34S) 0.172 98 Roofs, HSG A (13S, 15S, 36S, 37S) 1.739 30 Woods, Good, HSG A (35S) 2.628 43 TOTAL AREA Post Development Lots 4-7 Rea Street, North Andover Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD010.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 2.628 HSG A 13S, 15S, 29S, 34S, 35S, 36S, 37S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 2.628 TOTAL AREA Post Development Lots 4-7 Rea Street, North Andover Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD010.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 12P 163.37 0.00 20.0 8.1685 0.013 10.0 0.0 0.0 2 30P 164.44 164.34 5.0 0.0200 0.013 12.0 0.0 0.0 3 31 P 164.24 163.63 122.0 0.0050 0.013 12.0 0.0 0.0 4 32P 163.63 162.90 146.0 0.0050 0.013 12.0 0.0 0.0 5 33P 163.73 163.63 3.0 0.0333 0.013 12.0 0.0 0.0 RANGERL STORMWATER MANAGEMENT REPORT POST-DEVELOPMENT DRAINAGE 2 YEAR STORM Post Development Lots 4-7 Rea Street, North Andov Type /// 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 6 Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 3S: Lot 6 Roof Runoff Area=1,688 sf 100.00% Impervious Runoff Depth>2.86" Tc=5.0 min CN=98 Runoff=0.12 cfs 0.009 of Subcatchment 1 5S: Lot 7 Roof Runoff Area=2,100 sf 100.00% Impervious Runoff Depth>2.86" Tc=6.0 min CN=98 Runoff=0.14 cfs 0.012 of Subcatchment29S: P4 Runoff Area=14,981 sf 43.96% Impervious Runoff Depth>1.26" Flow Length=430' Tc=16.3 min CN=WQ Runoff=0.34 cfs 0.036 of Subcatchment34S: P5 Runoff Area=16,234 sf 28.03% Impervious Runoff Depth>0.80" Flow Length=383' Tc=17.1 min CN=WQ Runoff=0.23 cfs 0.025 of Subcatchment35S: P7 Runoff Area=75,736 sf 0.00% Impervious Runoff Depth=0.00" Tc=6.0 min CN=30 Runoff=0.00 cfs 0.000 of Subcatchment36S: Lot 4 Roof Runoff Area=1,688 sf 100.00% Impervious Runoff Depth>2.86" Tc=6.0 min CN=98 Runoff=0.12 cfs 0.009 of Subcatchment37S: Lot 5 Roof Runoff Area=2,035 sf 100.00% Impervious Runoff Depth>2.86" Tc=6.0 min CN=98 Runoff=0.14 cfs 0.011 of Pond 12P: Infiltration Area 5 Peak Elev=162.94' Storage=0.008 of Inflow=0.72 cfs 0.081 of Discarded=0.40 cfs 0.081 of Primary=0.00 cfs 0.000 of Outflow=0.40 cfs 0.081 of Pond 14P: Roof Drywell Peak Elev=162.98' Storage=0.001 of Inflow=0.12 cfs 0.009 of Outflow=0.06 cfs 0.009 of Pond 16P: Roof Drywell Peak Elev=163.16' Storage=0.001 of Inflow=0.14 cfs 0.012 of Outflow=0.07 cfs 0.012 of Pond 30P: CB 3 Peak Elev=164.77' Inflow=0.34 cfs 0.036 of 12.0" Round Culvert n=0.013 L=5.0' S=0.0200 '/' Outflow=0.34 cfs 0.036 of Pond 31 P: DMH 4 Peak Elev=164.61' Inflow=0.41 cfs 0.045 of 12.0" Round Culvert n=0.013 L=122.0' S=0.0050 '/' Outflow=0.41 cfs 0.045 of Pond 32P: DMH 2 Peak Elev=164.13' Inflow=0.72 cfs 0.081 of 12.0" Round Culvert n=0.013 L=146.0' S=0.0050 '/' Outflow=0.72 cfs 0.081 of Pond 33P: CB 2 Peak Elev=164.00' Inflow=0.23 cfs 0.025 of 12.0" Round Culvert n=0.013 L=3.0' S=0.0333 '/' Outflow=0.23 cfs 0.025 of Total Runoff Area = 2.628 ac Runoff Volume = 0.102 of Average Runoff Depth = 0.47" 83.71% Pervious = 2.200 ac 16.29% Impervious = 0.428 ac Post Development Lots 4-7 Rea Street, North Andov Type /// 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 13S: Lot 6 Roof Runoff = 0.12 cfs @ 12.07 hrs, Volume= 0.009 af, Depth> 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 -year Rainfall=3.15" Area (sf) CN Description 1,688 98 Roofs, HSG A 1,688 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post Development Lots 4-7 Rea Street, North Andov Type /// 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 15S: Lot 7 Roof Runoff = 0.14 cfs @ 12.09 hrs, Volume= 0.012 af, Depth> 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 -year Rainfall=3.15" Area (sf) CN Description 2,100 98 Roofs, HSG A 2,100 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Post Development Lots 4-7 Rea Street, North Andov Type /// 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 29S: P4 Runoff = 0.34 cfs @ 12.21 hrs, Volume= 0.036 af, Depth> 1.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 -year Rainfall=3.15" Area (sf) CN Description 5,185 98 Paved roads w/curbs &sewers, HSG A 8,396 39 >75% Grass cover, Good, HSG A 1,400 98 Paved parking, HSG A 14,981 Weighted Average 8,396 56.04% Pervious Area 6,585 43.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 0.4 18 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 1.1 191 0.0200 2.87 Shallow Concentrated Flow, road shallow conc. Paved Kv= 20.3 fps 7.3 171 0.0133 0.39 0.20 Channel Flow, channel Area= 0.5 sf Perim= 2.5' r= 0.20' n= 0.150 Sheet flow over Short Grass 16.3 430 Total Post Development Lots 4-7 Rea Street, North Andov Type /// 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 34S: P5 Runoff = 0.23 cfs @ 12.22 hrs, Volume= 0.025 af, Depth> 0.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 -year Rainfall=3.15" Area (sf) CN Description 3,073 98 Paved roads w/curbs &sewers, HSG A 11,684 39 >75% Grass cover, Good, HSG A 1,477 98 Paved parking, HSG A 16,234 Weighted Average 11,684 71.97% Pervious Area 4,550 28.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 1.8 75 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.5 87 0.0200 2.87 Shallow Concentrated Flow, road shallow conc. Paved Kv= 20.3 fps 7.3 171 0.0133 0.39 0.20 Channel Flow, channel Area= 0.5 sf Perim= 2.5' r= 0.20' n= 0.150 Sheet flow over Short Grass 17.1 383 Total Post Development Lots 4-7 Rea Street, North Andov Type /// 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 35S: P7 Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 -year Rainfall=3.15" Area (sf) CN Description 75,736 30 Woods, Good, HSG A 75,736 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Post Development Lots 4-7 Rea Street, North Andov Type /// 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 36S: Lot 4 Roof Runoff = 0.12 cfs @ 12.09 hrs, Volume= 0.009 af, Depth> 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 -year Rainfall=3.15" Area (sf) CN Description 1,688 98 Roofs, HSG A 1,688 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Post Development Lots 4-7 Rea Street, North Andov Type /// 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 37S: Lot 5 Roof Runoff = 0.14 cfs @ 12.09 hrs, Volume= 0.011 af, Depth> 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 -year Rainfall=3.15" Area (sf) CN Description 2,035 98 Roofs, HSG A 2,035 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, direct entry Post Development Lots 4-7 Rea Street, North Andov Type /// 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 14 Summary for Pond 12P: Infiltration Area 5 Inflow Area = 2.541 ac, 13.43% Impervious, Inflow Depth > 0.38" for 2 - year event Inflow = 0.72 cfs @ 12.17 hrs, Volume= 0.081 of Outflow = 0.40 cfs @ 12.00 hrs, Volume= 0.081 af, Atten= 44%, Lag= 0.0 min Discarded = 0.40 cfs @ 12.00 hrs, Volume= 0.081 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 162.94' @ 12.45 hrs Surf.Area= 0.033 ac Storage= 0.008 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 3.5 min ( 775.5- 772.0 ) Volume Invert Avail.Storage Storage Description #1A 162.40' 0.024 of 30.17'W x 47.92'L x 2.33'H Field A 0.077 of Overall - 0.016 of Embedded = 0.061 of x 40.0% Voids #2A 162.90' 0.016 of ADS_StormTech SC-310 +Cap x 48 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 8 Rows of 6 Chambers 0.041 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.40' 12.000 in/hr Exfiltration over Surface area #2 Primary 163.37' 10.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.37' /0.00' S= 8.1685 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf Discarded OutFlow Max=0.40 cfs @ 12.00 hrs HW=162.43' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.40 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=162.40' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Post Development Lots 4-7 Rea Street, North Andov Type Ill 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD010.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 15 Pond 12P: Infiltration Area 5 - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +24.0" End Stone x 2 = 47.92' Base Length 8 Rows x 34.0" Wide + 6.0" Spacing x 7 + 24.0" Side Stone x 2 = 30.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 48 Chambers x 14.7 cf= 707.6 cf Chamber Storage 3,373.0 cf Field - 707.6 cf Chambers = 2,665.4 cf Stone x 40.0% Voids = 1,066.2 cf Stone Storage Chamber Storage + Stone Storage = 1,773.8 cf= 0.041 of Overall Storage Efficiency = 52.6% Overall System Size = 47.92' x 30.17' x 2.33' 48 Chambers 124.9 cy Field 98.7 cy Stone Post Development Lots 4-7 Rea Street, North Andov Type /// 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 16 Summary for Pond 14P: Roof Drywell Inflow Area = 0.039 ac,100.00% Impervious, Inflow Depth > 2.86" for 2 - year event Inflow = 0.12 cfs @ 12.07 hrs, Volume= 0.009 of Outflow = 0.06 cfs @ 12.21 hrs, Volume= 0.009 af, Atten= 48%, Lag= 8.2 min Discarded = 0.06 cfs @ 12.21 hrs, Volume= 0.009 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 162.98' @ 12.21 hrs Surf.Area= 0.006 ac Storage= 0.001 of Flood Elev= 165.03' Surf.Area= 0.006 ac Storage= 0.008 of Plug-Flow detention time= 2.4 min calculated for 0.009 of(100% of inflow) Center-of-Mass det. time= 2.2 min ( 767.5- 765.2 ) Volume Invert Avail.Storage Storage Description #1A 162.70' 0.005 of 11.50'W x 24.56'L x 2.33'H Field A 0.015 of Overall - 0.003 of Embedded = 0.012 of x 40.0% Voids #2A 163.20' 0.003 of ADS_StormTech SC-310 +Cap x 9 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 0.008 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.70' 8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.70' Discarded OutFlow Max=0.06 cfs @ 12.21 hrs HW=162.98' (Free Discharge) L1=Exfiltration ( Controls 0.06 cfs) Post Development Lots 4-7 Rea Street, North Andov Type Ill 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD010.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 17 Pond 14P: Roof Drywell - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 22.56' Row Length +12.0" End Stone x 2 = 24.56' Base Length 3 Rows x 34.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 11.50' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 9 Chambers x 14.7 cf= 132.7 cf Chamber Storage 659.0 cf Field - 132.7 cf Chambers = 526.3 cf Stone x 40.0% Voids = 210.5 cf Stone Storage Chamber Storage + Stone Storage = 343.2 cf= 0.008 of Overall Storage Efficiency = 52.1% Overall System Size = 24.56' x 11.50' x 2.33' 9 Chambers 24.4 cy Field 19.5 cy Stone Post Development Lots 4-7 Rea Street, North Andov Type /// 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 18 Summary for Pond 16P: Roof Drywell Inflow Area = 0.048 ac,100.00% Impervious, Inflow Depth > 2.86" for 2 - year event Inflow = 0.14 cfs @ 12.09 hrs, Volume= 0.012 of Outflow = 0.07 cfs @ 12.26 hrs, Volume= 0.012 af, Atten= 54%, Lag= 10.4 min Discarded = 0.07 cfs @ 12.26 hrs, Volume= 0.012 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 163.16' @ 12.26 hrs Surf.Area= 0.006 ac Storage= 0.001 of Flood Elev= 165.03' Surf.Area= 0.006 ac Storage= 0.008 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 3.5 min ( 769.5- 766.0 ) Volume Invert Avail.Storage Storage Description #1A 162.70' 0.005 of 11.50'W x 24.56'L x 2.33'H Field A 0.015 of Overall - 0.003 of Embedded = 0.012 of x 40.0% Voids #2A 163.20' 0.003 of ADS_StormTech SC-310 +Cap x 9 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 0.008 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.70' 8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.70' Discarded OutFlow Max=0.07 cfs @ 12.26 hrs HW=163.16' (Free Discharge) L1=Exfiltration ( Controls 0.07 cfs) Post Development Lots 4-7 Rea Street, North Andov Type Ill 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD010.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 19 Pond 16P: Roof Drywell - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 22.56' Row Length +12.0" End Stone x 2 = 24.56' Base Length 3 Rows x 34.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 11.50' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 9 Chambers x 14.7 cf= 132.7 cf Chamber Storage 659.0 cf Field - 132.7 cf Chambers = 526.3 cf Stone x 40.0% Voids = 210.5 cf Stone Storage Chamber Storage + Stone Storage = 343.2 cf= 0.008 of Overall Storage Efficiency = 52.1% Overall System Size = 24.56' x 11.50' x 2.33' 9 Chambers 24.4 cy Field 19.5 cy Stone Post Development Lots 4-7 Rea Street, North Andov Type /// 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 20 Summary for Pond 30P: CB 3 Inflow Area = 0.344 ac, 43.96% Impervious, Inflow Depth > 1.26" for 2 - year event Inflow = 0.34 cfs @ 12.21 hrs, Volume= 0.036 of Outflow = 0.34 cfs @ 12.21 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 12.21 hrs, Volume= 0.036 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.77' @ 12.21 hrs Flood Elev= 169.02' Device Routing Invert Outlet Devices #1 Primary 164.44' 12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 164.44' / 164.34' S= 0.0200 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.34 cfs @ 12.21 hrs HW=164.76' (Free Discharge) L1=Culvert (Inlet Controls 0.34 cfs @ 1.53 fps) Post Development Lots 4-7 Rea Street, North Andov Type /// 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 21 Summary for Pond 31 P: DMH 4 Inflow Area = 2.121 ac, 8.95% Impervious, Inflow Depth > 0.26" for 2 - year event Inflow = 0.41 cfs @ 12.18 hrs, Volume= 0.045 of Outflow = 0.41 cfs @ 12.18 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min Primary = 0.41 cfs @ 12.18 hrs, Volume= 0.045 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.61' @ 12.18 hrs Flood Elev= 169.60' Device Routing Invert Outlet Devices #1 Primary 164.24' 12.0" Round Culvert L= 122.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 164.24' / 163.63' S= 0.0050 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.40 cfs @ 12.18 hrs HW=164.61' (Free Discharge) L1=Culvert (Barrel Controls 0.40 cfs @ 2.27 fps) Post Development Lots 4-7 Rea Street, North Andov Type /// 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 22 Summary for Pond 32P: DMH 2 Inflow Area = 2.541 ac, 13.43% Impervious, Inflow Depth > 0.38" for 2 - year event Inflow = 0.72 cfs @ 12.17 hrs, Volume= 0.081 of Outflow = 0.72 cfs @ 12.17 hrs, Volume= 0.081 af, Atten= 0%, Lag= 0.0 min Primary = 0.72 cfs @ 12.17 hrs, Volume= 0.081 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.13' @ 12.17 hrs Flood Elev= 168.10' Device Routing Invert Outlet Devices #1 Primary 163.63' 12.0" Round Culvert L= 146.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.63' / 162.90' S= 0.0050 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.71 cfs @ 12.17 hrs HW=164.13' (Free Discharge) L1=Culvert (Barrel Controls 0.71 cfs @ 2.64 fps) Post Development Lots 4-7 Rea Street, North Andov Type /// 24-hr 2 -year Rainfall=3.15" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 23 Summary for Pond 33P: CB 2 Inflow Area = 0.373 ac, 28.03% Impervious, Inflow Depth > 0.80" for 2 - year event Inflow = 0.23 cfs @ 12.22 hrs, Volume= 0.025 of Outflow = 0.23 cfs @ 12.22 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min Primary = 0.23 cfs @ 12.22 hrs, Volume= 0.025 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.00' @ 12.22 hrs Flood Elev= 167.46' Device Routing Invert Outlet Devices #1 Primary 163.73' 12.0" Round Culvert L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.73' / 163.63' S= 0.0333 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.23 cfs @ 12.22 hrs HW=163.99' (Free Discharge) L1=Culvert (Inlet Controls 0.23 cfs @ 1.38 fps) RANGERL STORMWATER MANAGEMENT REPORT POST-DEVELOPMENT DRAINAGE 10 YEAR STORM Post Development Lots 4-7 Rea Street, North Ando Type /// 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 24 Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 3S: Lot 6 Roof Runoff Area=1,688 sf 100.00% Impervious Runoff Depth>4.47" Tc=5.0 min CN=98 Runoff=0.18 cfs 0.014 of Subcatchment 1 5S: Lot 7 Roof Runoff Area=2,100 sf 100.00% Impervious Runoff Depth>4.47" Tc=6.0 min CN=98 Runoff=0.22 cfs 0.018 of Subcatchment29S: P4 Runoff Area=14,981 sf 43.96% Impervious Runoff Depth>2.06" Flow Length=430' Tc=16.3 min CN=WQ Runoff=0.53 cfs 0.059 of Subcatchment34S: P5 Runoff Area=16,234 sf 28.03% Impervious Runoff Depth>1.37" Flow Length=383' Tc=17.1 min CN=WQ Runoff=0.36 cfs 0.043 of Subcatchment35S: P7 Runoff Area=75,736 sf 0.00% Impervious Runoff Depth>0.00" Tc=6.0 min CN=30 Runoff=0.00 cfs 0.000 of Subcatchment36S: Lot 4 Roof Runoff Area=1,688 sf 100.00% Impervious Runoff Depth>4.47" Tc=6.0 min CN=98 Runoff=0.18 cfs 0.014 of Subcatchment37S: Lot 5 Roof Runoff Area=2,035 sf 100.00% Impervious Runoff Depth>4.47" Tc=6.0 min CN=98 Runoff=0.22 cfs 0.017 of Pond 12P: Infiltration Area 5 Peak Elev=163.54' Storage=0.022 of Inflow=1.11 cfs 0.134 of Discarded=0.40 cfs 0.132 of Primary=0.08 cfs 0.002 of Outflow=0.49 cfs 0.134 of Pond 14P: Roof Drywell Peak Elev=163.33' Storage=0.002 of Inflow=0.18 cfs 0.014 of Outflow=0.07 cfs 0.014 of Pond 16P: Roof Drywell Peak Elev=163.55' Storage=0.003 of Inflow=0.22 cfs 0.018 of Outflow=0.08 cfs 0.018 of Pond 30P: CB 3 Peak Elev=164.86' Inflow=0.53 cfs 0.059 of 12.0" Round Culvert n=0.013 L=5.0' S=0.0200 '/' Outflow=0.53 cfs 0.059 of Pond 31 P: DMH 4 Peak Elev=164.71' Inflow=0.63 cfs 0.074 of 12.0" Round Culvert n=0.013 L=122.0' S=0.0050 '/' Outflow=0.63 cfs 0.074 of Pond 32P: DMH 2 Peak Elev=164.28' Inflow=1.11 cfs 0.134 of 12.0" Round Culvert n=0.013 L=146.0' S=0.0050 '/' Outflow=1.11 cfs 0.134 of Pond 33P: CB 2 Peak Elev=164.06' Inflow=0.36 cfs 0.043 of 12.0" Round Culvert n=0.013 L=3.0' S=0.0333 '/' Outflow=0.36 cfs 0.043 of Total Runoff Area = 2.628 ac Runoff Volume = 0.166 of Average Runoff Depth = 0.76" 83.71% Pervious = 2.200 ac 16.29% Impervious = 0.428 ac Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 13S: Lot 6 Roof Runoff = 0.18 cfs @ 12.07 hrs, Volume= 0.014 af, Depth> 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 -year Rainfall=4.83" Area (sf) CN Description 1,688 98 Roofs, HSG A 1,688 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 15S: Lot 7 Roof Runoff = 0.22 cfs @ 12.09 hrs, Volume= 0.018 af, Depth> 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 -year Rainfall=4.83" Area (sf) CN Description 2,100 98 Roofs, HSG A 2,100 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 29S: P4 Runoff = 0.53 cfs @ 12.21 hrs, Volume= 0.059 af, Depth> 2.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 -year Rainfall=4.83" Area (sf) CN Description 5,185 98 Paved roads w/curbs &sewers, HSG A 8,396 39 >75% Grass cover, Good, HSG A 1,400 98 Paved parking, HSG A 14,981 Weighted Average 8,396 56.04% Pervious Area 6,585 43.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 0.4 18 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 1.1 191 0.0200 2.87 Shallow Concentrated Flow, road shallow conc. Paved Kv= 20.3 fps 7.3 171 0.0133 0.39 0.20 Channel Flow, channel Area= 0.5 sf Perim= 2.5' r= 0.20' n= 0.150 Sheet flow over Short Grass 16.3 430 Total Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 34S: P5 Runoff = 0.36 cfs @ 12.22 hrs, Volume= 0.043 af, Depth> 1.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 -year Rainfall=4.83" Area (sf) CN Description 3,073 98 Paved roads w/curbs &sewers, HSG A 11,684 39 >75% Grass cover, Good, HSG A 1,477 98 Paved parking, HSG A 16,234 Weighted Average 11,684 71.97% Pervious Area 4,550 28.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 1.8 75 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.5 87 0.0200 2.87 Shallow Concentrated Flow, road shallow conc. Paved Kv= 20.3 fps 7.3 171 0.0133 0.39 0.20 Channel Flow, channel Area= 0.5 sf Perim= 2.5' r= 0.20' n= 0.150 Sheet flow over Short Grass 17.1 383 Total Post Development Lots 4-7 Rea Street, North Ando Type /// 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 35S: P7 Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 -year Rainfall=4.83" Area (sf) CN Description 75,736 30 Woods, Good, HSG A 75,736 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 36S: Lot 4 Roof Runoff = 0.18 cfs @ 12.09 hrs, Volume= 0.014 af, Depth> 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 -year Rainfall=4.83" Area (sf) CN Description 1,688 98 Roofs, HSG A 1,688 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 37S: Lot 5 Roof Runoff = 0.22 cfs @ 12.09 hrs, Volume= 0.017 af, Depth> 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 -year Rainfall=4.83" Area (sf) CN Description 2,035 98 Roofs, HSG A 2,035 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, direct entry Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 32 Summary for Pond 12P: Infiltration Area 5 Inflow Area = 2.541 ac, 13.43% Impervious, Inflow Depth > 0.63" for 10 - year event Inflow = 1.11 cfs @ 12.17 hrs, Volume= 0.134 of Outflow = 0.49 cfs @ 12.54 hrs, Volume= 0.134 af, Atten= 56%, Lag= 21.9 min Discarded = 0.40 cfs @ 11.90 hrs, Volume= 0.132 of Primary = 0.08 cfs @ 12.54 hrs, Volume= 0.002 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 163.54' @ 12.54 hrs Surf.Area= 0.033 ac Storage= 0.022 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 10.1 min ( 791.4 - 781.3 ) Volume Invert Avail.Storage Storage Description #1A 162.40' 0.024 of 30.17'W x 47.92'L x 2.33'H Field A 0.077 of Overall - 0.016 of Embedded = 0.061 of x 40.0% Voids #2A 162.90' 0.016 of ADS_StormTech SC-310 +Cap x 48 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 8 Rows of 6 Chambers 0.041 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.40' 12.000 in/hr Exfiltration over Surface area #2 Primary 163.37' 10.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.37' /0.00' S= 8.1685 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf Discarded OutFlow Max=0.40 cfs @ 11.90 hrs HW=162.44' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.40 cfs) Primary OutFlow Max=0.08 cfs @ 12.54 hrs HW=163.53' (Free Discharge) L2=Culvert (Inlet Controls 0.08 cfs @ 1.09 fps) Post Development Lots 4-7 Rea Street, North Ando Type Ill 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD010.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 33 Pond 12P: Infiltration Area 5 - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +24.0" End Stone x 2 = 47.92' Base Length 8 Rows x 34.0" Wide + 6.0" Spacing x 7 + 24.0" Side Stone x 2 = 30.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 48 Chambers x 14.7 cf= 707.6 cf Chamber Storage 3,373.0 cf Field - 707.6 cf Chambers = 2,665.4 cf Stone x 40.0% Voids = 1,066.2 cf Stone Storage Chamber Storage + Stone Storage = 1,773.8 cf= 0.041 of Overall Storage Efficiency = 52.6% Overall System Size = 47.92' x 30.17' x 2.33' 48 Chambers 124.9 cy Field 98.7 cy Stone Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 34 Summary for Pond 14P: Roof Drywell Inflow Area = 0.039 ac,100.00% Impervious, Inflow Depth > 4.47" for 10 - year event Inflow = 0.18 cfs @ 12.07 hrs, Volume= 0.014 of Outflow = 0.07 cfs @ 12.29 hrs, Volume= 0.014 af, Atten= 61%, Lag= 13.1 min Discarded = 0.07 cfs @ 12.29 hrs, Volume= 0.014 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 163.33' @ 12.29 hrs Surf.Area= 0.006 ac Storage= 0.002 of Flood Elev= 165.03' Surf.Area= 0.006 ac Storage= 0.008 of Plug-Flow detention time= 5.6 min calculated for 0.014 of(100% of inflow) Center-of-Mass det. time= 5.4 min ( 766.9- 761.6 ) Volume Invert Avail.Storage Storage Description #1A 162.70' 0.005 of 11.50'W x 24.56'L x 2.33'H Field A 0.015 of Overall - 0.003 of Embedded = 0.012 of x 40.0% Voids #2A 163.20' 0.003 of ADS_StormTech SC-310 +Cap x 9 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 0.008 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.70' 8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.70' Discarded OutFlow Max=0.07 cfs @ 12.29 hrs HW=163.33' (Free Discharge) L1=Exfiltration ( Controls 0.07 cfs) Post Development Lots 4-7 Rea Street, North Ando Type Ill 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD010.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 35 Pond 14P: Roof Drywell - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 22.56' Row Length +12.0" End Stone x 2 = 24.56' Base Length 3 Rows x 34.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 11.50' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 9 Chambers x 14.7 cf= 132.7 cf Chamber Storage 659.0 cf Field - 132.7 cf Chambers = 526.3 cf Stone x 40.0% Voids = 210.5 cf Stone Storage Chamber Storage + Stone Storage = 343.2 cf= 0.008 of Overall Storage Efficiency = 52.1% Overall System Size = 24.56' x 11.50' x 2.33' 9 Chambers 24.4 cy Field 19.5 cy Stone Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 36 Summary for Pond 16P: Roof Drywell Inflow Area = 0.048 ac,100.00% Impervious, Inflow Depth > 4.47" for 10 - year event Inflow = 0.22 cfs @ 12.09 hrs, Volume= 0.018 of Outflow = 0.08 cfs @ 12.36 hrs, Volume= 0.018 af, Atten= 65%, Lag= 16.2 min Discarded = 0.08 cfs @ 12.36 hrs, Volume= 0.018 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 163.55' @ 12.36 hrs Surf.Area= 0.006 ac Storage= 0.003 of Flood Elev= 165.03' Surf.Area= 0.006 ac Storage= 0.008 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 8.1 min ( 770.4 - 762.3 ) Volume Invert Avail.Storage Storage Description #1A 162.70' 0.005 of 11.50'W x 24.56'L x 2.33'H Field A 0.015 of Overall - 0.003 of Embedded = 0.012 of x 40.0% Voids #2A 163.20' 0.003 of ADS_StormTech SC-310 +Cap x 9 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 0.008 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.70' 8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.70' Discarded OutFlow Max=0.08 cfs @ 12.36 hrs HW=163.54' (Free Discharge) L1=Exfiltration ( Controls 0.08 cfs) Post Development Lots 4-7 Rea Street, North Ando Type Ill 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD010.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 37 Pond 16P: Roof Drywell - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 22.56' Row Length +12.0" End Stone x 2 = 24.56' Base Length 3 Rows x 34.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 11.50' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 9 Chambers x 14.7 cf= 132.7 cf Chamber Storage 659.0 cf Field - 132.7 cf Chambers = 526.3 cf Stone x 40.0% Voids = 210.5 cf Stone Storage Chamber Storage + Stone Storage = 343.2 cf= 0.008 of Overall Storage Efficiency = 52.1% Overall System Size = 24.56' x 11.50' x 2.33' 9 Chambers 24.4 cy Field 19.5 cy Stone Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 38 Summary for Pond 30P: CB 3 Inflow Area = 0.344 ac, 43.96% Impervious, Inflow Depth > 2.06" for 10 - year event Inflow = 0.53 cfs @ 12.21 hrs, Volume= 0.059 of Outflow = 0.53 cfs @ 12.21 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Primary = 0.53 cfs @ 12.21 hrs, Volume= 0.059 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.86' @ 12.21 hrs Flood Elev= 169.02' Device Routing Invert Outlet Devices #1 Primary 164.44' 12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 164.44' / 164.34' S= 0.0200 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.52 cfs @ 12.21 hrs HW=164.86' (Free Discharge) L1=Culvert (Barrel Controls 0.52 cfs @ 2.48 fps) Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 39 Summary for Pond 31 P: DMH 4 Inflow Area = 2.121 ac, 8.95% Impervious, Inflow Depth > 0.42" for 10 - year event Inflow = 0.63 cfs @ 12.18 hrs, Volume= 0.074 of Outflow = 0.63 cfs @ 12.18 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.0 min Primary = 0.63 cfs @ 12.18 hrs, Volume= 0.074 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.71' @ 12.18 hrs Flood Elev= 169.60' Device Routing Invert Outlet Devices #1 Primary 164.24' 12.0" Round Culvert L= 122.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 164.24' / 163.63' S= 0.0050 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.62 cfs @ 12.18 hrs HW=164.71' (Free Discharge) L1=Culvert (Barrel Controls 0.62 cfs @ 2.54 fps) Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 40 Summary for Pond 32P: DMH 2 Inflow Area = 2.541 ac, 13.43% Impervious, Inflow Depth > 0.63" for 10 - year event Inflow = 1.11 cfs @ 12.17 hrs, Volume= 0.134 of Outflow = 1.11 cfs @ 12.17 hrs, Volume= 0.134 af, Atten= 0%, Lag= 0.0 min Primary = 1.11 cfs @ 12.17 hrs, Volume= 0.134 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.28' @ 12.17 hrs Flood Elev= 168.10' Device Routing Invert Outlet Devices #1 Primary 163.63' 12.0" Round Culvert L= 146.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.63' / 162.90' S= 0.0050 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.11 cfs @ 12.17 hrs HW=164.27' (Free Discharge) L1=Culvert (Barrel Controls 1.11 cfs @ 2.94 fps) Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 10 -year Rainfall=4.83" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 41 Summary for Pond 33P: CB 2 Inflow Area = 0.373 ac, 28.03% Impervious, Inflow Depth > 1.37" for 10 - year event Inflow = 0.36 cfs @ 12.22 hrs, Volume= 0.043 of Outflow = 0.36 cfs @ 12.22 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Primary = 0.36 cfs @ 12.22 hrs, Volume= 0.043 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.06' @ 12.22 hrs Flood Elev= 167.46' Device Routing Invert Outlet Devices #1 Primary 163.73' 12.0" Round Culvert L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.73' / 163.63' S= 0.0333 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.35 cfs @ 12.22 hrs HW=164.06' (Free Discharge) L1=Culvert (Inlet Controls 0.35 cfs @ 1.55 fps) RANGERL STORMWATER MANAGEMENT REPORT POST-DEVELOPMENT DRAINAGE 25 YEAR STORM Post Development Lots 4-7 Rea Street, North Ando Type /// 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 42 Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 3S: Lot 6 Roof Runoff Area=1,688 sf 100.00% Impervious Runoff Depth>5.74" Tc=5.0 min CN=98 Runoff=0.24 cfs 0.019 of Subcatchment 1 5S: Lot 7 Roof Runoff Area=2,100 sf 100.00% Impervious Runoff Depth>5.74" Tc=6.0 min CN=98 Runoff=0.28 cfs 0.023 of Subcatchment29S: P4 Runoff Area=14,981 sf 43.96% Impervious Runoff Depth>2.80" Flow Length=430' Tc=16.3 min CN=WQ Runoff=0.69 cfs 0.080 of Subcatchment34S: P5 Runoff Area=16,234 sf 28.03% Impervious Runoff Depth>1.96" Flow Length=383' Tc=17.1 min CN=WQ Runoff=0.47 cfs 0.061 of Subcatchment35S: P7 Runoff Area=75,736 sf 0.00% Impervious Runoff Depth>0.09" Tc=6.0 min CN=30 Runoff=0.02 cfs 0.013 of Subcatchment36S: Lot 4 Roof Runoff Area=1,688 sf 100.00% Impervious Runoff Depth>5.74" Tc=6.0 min CN=98 Runoff=0.23 cfs 0.019 of Subcatchment37S: Lot 5 Roof Runoff Area=2,035 sf 100.00% Impervious Runoff Depth>5.74" Tc=6.0 min CN=98 Runoff=0.28 cfs 0.022 of Pond 12P: Infiltration Area 5 Peak Elev=163.82' Storage=0.027 of Inflow=1.44 cfs 0.195 of Discarded=0.40 cfs 0.177 of Primary=0.54 cfs 0.018 of Outflow=0.94 cfs 0.195 of Pond 14P: Roof Drywell Peak Elev=163.58' Storage=0.003 of Inflow=0.24 cfs 0.019 of Outflow=0.08 cfs 0.019 of Pond 16P: Roof Drywell Peak EIev=163.90' Storage=0.004 of Inflow=0.28 cfs 0.023 of Outflow=0.09 cfs 0.023 of Pond 30P: CB 3 Peak EIev=164.93' Inflow=0.69 cfs 0.080 of 12.0" Round Culvert n=0.013 L=5.0' S=0.0200 '/' Outflow=0.69 cfs 0.080 of Pond 31 P: DMH 4 Peak EIev=164.78' Inflow=0.81 cfs 0.112 of 12.0" Round Culvert n=0.013 L=122.0' S=0.0050 '/' Outflow=0.81 cfs 0.112 of Pond 32P: DMH 2 Peak EIev=164.39' Inflow=1.44 cfs 0.195 of 12.0" Round Culvert n=0.013 L=146.0' S=0.0050 '/' Outflow=1.44 cfs 0.195 of Pond 33P: CB 2 Peak EIev=164.12' Inflow=0.47 cfs 0.061 of 12.0" Round Culvert n=0.013 L=3.0' S=0.0333 '/' Outflow=0.47 cfs 0.061 of Total Runoff Area = 2.628 ac Runoff Volume = 0.237 of Average Runoff Depth = 1.08" 83.71% Pervious = 2.200 ac 16.29% Impervious = 0.428 ac Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment 13S: Lot 6 Roof Runoff = 0.24 cfs @ 12.07 hrs, Volume= 0.019 af, Depth> 5.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 -year Rainfall=6.16" Area (sf) CN Description 1,688 98 Roofs, HSG A 1,688 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment 15S: Lot 7 Roof Runoff = 0.28 cfs @ 12.09 hrs, Volume= 0.023 af, Depth> 5.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 -year Rainfall=6.16" Area (sf) CN Description 2,100 98 Roofs, HSG A 2,100 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment 29S: P4 Runoff = 0.69 cfs @ 12.22 hrs, Volume= 0.080 af, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 -year Rainfall=6.16" Area (sf) CN Description 5,185 98 Paved roads w/curbs &sewers, HSG A 8,396 39 >75% Grass cover, Good, HSG A 1,400 98 Paved parking, HSG A 14,981 Weighted Average 8,396 56.04% Pervious Area 6,585 43.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 0.4 18 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 1.1 191 0.0200 2.87 Shallow Concentrated Flow, road shallow conc. Paved Kv= 20.3 fps 7.3 171 0.0133 0.39 0.20 Channel Flow, channel Area= 0.5 sf Perim= 2.5' r= 0.20' n= 0.150 Sheet flow over Short Grass 16.3 430 Total Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 46 Summary for Subcatchment 34S: P5 Runoff = 0.47 cfs @ 12.24 hrs, Volume= 0.061 af, Depth> 1.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 -year Rainfall=6.16" Area (sf) CN Description 3,073 98 Paved roads w/curbs &sewers, HSG A 11,684 39 >75% Grass cover, Good, HSG A 1,477 98 Paved parking, HSG A 16,234 Weighted Average 11,684 71.97% Pervious Area 4,550 28.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 1.8 75 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.5 87 0.0200 2.87 Shallow Concentrated Flow, road shallow conc. Paved Kv= 20.3 fps 7.3 171 0.0133 0.39 0.20 Channel Flow, channel Area= 0.5 sf Perim= 2.5' r= 0.20' n= 0.150 Sheet flow over Short Grass 17.1 383 Total Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment 35S: P7 Runoff = 0.02 cfs @ 15.29 hrs, Volume= 0.013 af, Depth> 0.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 -year Rainfall=6.16" Area (sf) CN Description 75,736 30 Woods, Good, HSG A 75,736 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment 36S: Lot 4 Roof Runoff = 0.23 cfs @ 12.09 hrs, Volume= 0.019 af, Depth> 5.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 -year Rainfall=6.16" Area (sf) CN Description 1,688 98 Roofs, HSG A 1,688 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 49 Summary for Subcatchment 37S: Lot 5 Roof Runoff = 0.28 cfs @ 12.09 hrs, Volume= 0.022 af, Depth> 5.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 -year Rainfall=6.16" Area (sf) CN Description 2,035 98 Roofs, HSG A 2,035 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, direct entry Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 50 Summary for Pond 12P: Infiltration Area 5 Inflow Area = 2.541 ac, 13.43% Impervious, Inflow Depth > 0.92" for 25- year event Inflow = 1.44 cfs @ 12.18 hrs, Volume= 0.195 of Outflow = 0.94 cfs @ 12.43 hrs, Volume= 0.195 af, Atten= 34%, Lag= 14.6 min Discarded = 0.40 cfs @ 11.80 hrs, Volume= 0.177 of Primary = 0.54 cfs @ 12.43 hrs, Volume= 0.018 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 163.82' @ 12.43 hrs Surf.Area= 0.033 ac Storage= 0.027 of Plug-Flow detention time= 10.4 min calculated for 0.195 of(100% of inflow) Center-of-Mass det. time= 10.2 min ( 817.8 - 807.6 ) Volume Invert Avail.Storage Storage Description #1A 162.40' 0.024 of 30.17'W x 47.92'L x 2.33'H Field A 0.077 of Overall - 0.016 of Embedded = 0.061 of x 40.0% Voids #2A 162.90' 0.016 of ADS_StormTech SC-310 +Cap x 48 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 8 Rows of 6 Chambers 0.041 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.40' 12.000 in/hr Exfiltration over Surface area #2 Primary 163.37' 10.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.37' /0.00' S= 8.1685 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf Discarded OutFlow Max=0.40 cfs @ 11.80 hrs HW=162.43' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.40 cfs) Primary OutFlow Max=0.54 cfs @ 12.43 hrs HW=163.82' (Free Discharge) L2=Culvert (Inlet Controls 0.54 cfs @ 1.80 fps) Post Development Lots 4-7 Rea Street, North Ando Type Ill 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD010.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 51 Pond 12P: Infiltration Area 5 - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +24.0" End Stone x 2 = 47.92' Base Length 8 Rows x 34.0" Wide + 6.0" Spacing x 7 + 24.0" Side Stone x 2 = 30.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 48 Chambers x 14.7 cf= 707.6 cf Chamber Storage 3,373.0 cf Field - 707.6 cf Chambers = 2,665.4 cf Stone x 40.0% Voids = 1,066.2 cf Stone Storage Chamber Storage + Stone Storage = 1,773.8 cf= 0.041 of Overall Storage Efficiency = 52.6% Overall System Size = 47.92' x 30.17' x 2.33' 48 Chambers 124.9 cy Field 98.7 cy Stone Post Development Lots 4-7 Rea Street, North Ando Type /// 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 52 Summary for Pond 14P: Roof Drywell Inflow Area = 0.039 ac,100.00% Impervious, Inflow Depth > 5.74" for 25- year event Inflow = 0.24 cfs @ 12.07 hrs, Volume= 0.019 of Outflow = 0.08 cfs @ 12.34 hrs, Volume= 0.019 af, Atten= 67%, Lag= 16.5 min Discarded = 0.08 cfs @ 12.34 hrs, Volume= 0.019 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 163.58' @ 12.34 hrs Surf.Area= 0.006 ac Storage= 0.003 of Flood Elev= 165.03' Surf.Area= 0.006 ac Storage= 0.008 of Plug-Flow detention time= 8.7 min calculated for 0.018 of(100% of inflow) Center-of-Mass det. time= 8.4 min ( 768.6 - 760.2 ) Volume Invert Avail.Storage Storage Description #1A 162.70' 0.005 of 11.50'W x 24.56'L x 2.33'H Field A 0.015 of Overall - 0.003 of Embedded = 0.012 of x 40.0% Voids #2A 163.20' 0.003 of ADS_StormTech SC-310 +Cap x 9 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 0.008 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.70' 8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.70' Discarded OutFlow Max=0.08 cfs @ 12.34 hrs HW=163.58' (Free Discharge) L1=Exfiltration ( Controls 0.08 cfs) Post Development Lots 4-7 Rea Street, North Ando Type Ill 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD010.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 53 Pond 14P: Roof Drywell - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 22.56' Row Length +12.0" End Stone x 2 = 24.56' Base Length 3 Rows x 34.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 11.50' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 9 Chambers x 14.7 cf= 132.7 cf Chamber Storage 659.0 cf Field - 132.7 cf Chambers = 526.3 cf Stone x 40.0% Voids = 210.5 cf Stone Storage Chamber Storage + Stone Storage = 343.2 cf= 0.008 of Overall Storage Efficiency = 52.1% Overall System Size = 24.56' x 11.50' x 2.33' 9 Chambers 24.4 cy Field 19.5 cy Stone Post Development Lots 4-7 Rea Street, North Ando Type /// 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 54 Summary for Pond 16P: Roof Drywell Inflow Area = 0.048 ac,100.00% Impervious, Inflow Depth > 5.74" for 25- year event Inflow = 0.28 cfs @ 12.09 hrs, Volume= 0.023 of Outflow = 0.09 cfs @ 12.40 hrs, Volume= 0.023 af, Atten= 70%, Lag= 18.8 min Discarded = 0.09 cfs @ 12.40 hrs, Volume= 0.023 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 163.90' @ 12.40 hrs Surf.Area= 0.006 ac Storage= 0.004 of Flood Elev= 165.03' Surf.Area= 0.006 ac Storage= 0.008 of Plug-Flow detention time= 12.1 min calculated for 0.023 of(100% of inflow) Center-of-Mass det. time= 11.9 min ( 772.8 - 760.9 ) Volume Invert Avail.Storage Storage Description #1A 162.70' 0.005 of 11.50'W x 24.56'L x 2.33'H Field A 0.015 of Overall - 0.003 of Embedded = 0.012 of x 40.0% Voids #2A 163.20' 0.003 of ADS_StormTech SC-310 +Cap x 9 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 0.008 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.70' 8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.70' Discarded OutFlow Max=0.09 cfs @ 12.40 hrs HW=163.90' (Free Discharge) L1=Exfiltration ( Controls 0.09 cfs) Post Development Lots 4-7 Rea Street, North Ando Type Ill 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD010.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 55 Pond 16P: Roof Drywell - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 22.56' Row Length +12.0" End Stone x 2 = 24.56' Base Length 3 Rows x 34.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 11.50' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 9 Chambers x 14.7 cf= 132.7 cf Chamber Storage 659.0 cf Field - 132.7 cf Chambers = 526.3 cf Stone x 40.0% Voids = 210.5 cf Stone Storage Chamber Storage + Stone Storage = 343.2 cf= 0.008 of Overall Storage Efficiency = 52.1% Overall System Size = 24.56' x 11.50' x 2.33' 9 Chambers 24.4 cy Field 19.5 cy Stone Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 56 Summary for Pond 30P: CB 3 Inflow Area = 0.344 ac, 43.96% Impervious, Inflow Depth > 2.80" for 25- year event Inflow = 0.69 cfs @ 12.22 hrs, Volume= 0.080 of Outflow = 0.69 cfs @ 12.22 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.0 min Primary = 0.69 cfs @ 12.22 hrs, Volume= 0.080 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.93' @ 12.22 hrs Flood Elev= 169.02' Device Routing Invert Outlet Devices #1 Primary 164.44' 12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 164.44' / 164.34' S= 0.0200 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.68 cfs @ 12.22 hrs HW=164.93' (Free Discharge) L1=Culvert (Barrel Controls 0.68 cfs @ 2.60 fps) Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 57 Summary for Pond 31 P: DMH 4 Inflow Area = 2.121 ac, 8.95% Impervious, Inflow Depth > 0.63" for 25- year event Inflow = 0.81 cfs @ 12.19 hrs, Volume= 0.112 of Outflow = 0.81 cfs @ 12.19 hrs, Volume= 0.112 af, Atten= 0%, Lag= 0.0 min Primary = 0.81 cfs @ 12.19 hrs, Volume= 0.112 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.78' @ 12.19 hrs Flood Elev= 169.60' Device Routing Invert Outlet Devices #1 Primary 164.24' 12.0" Round Culvert L= 122.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 164.24' / 163.63' S= 0.0050 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.81 cfs @ 12.19 hrs HW=164.78' (Free Discharge) L1=Culvert (Barrel Controls 0.81 cfs @ 2.71 fps) Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 58 Summary for Pond 32P: DMH 2 Inflow Area = 2.541 ac, 13.43% Impervious, Inflow Depth > 0.92" for 25- year event Inflow = 1.44 cfs @ 12.18 hrs, Volume= 0.195 of Outflow = 1.44 cfs @ 12.18 hrs, Volume= 0.195 af, Atten= 0%, Lag= 0.0 min Primary = 1.44 cfs @ 12.18 hrs, Volume= 0.195 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.39' @ 12.18 hrs Flood Elev= 168.10' Device Routing Invert Outlet Devices #1 Primary 163.63' 12.0" Round Culvert L= 146.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.63' / 162.90' S= 0.0050 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.43 cfs @ 12.18 hrs HW=164.38' (Free Discharge) L1=Culvert (Barrel Controls 1.43 cfs @ 3.12 fps) Post Development Lots 4-7 Rea Street, North Ando Type 111 24-hr 25 -year Rainfall=6.16" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 59 Summary for Pond 33P: CB 2 Inflow Area = 0.373 ac, 28.03% Impervious, Inflow Depth > 1.96" for 25- year event Inflow = 0.47 cfs @ 12.24 hrs, Volume= 0.061 of Outflow = 0.47 cfs @ 12.24 hrs, Volume= 0.061 af, Atten= 0%, Lag= 0.0 min Primary = 0.47 cfs @ 12.24 hrs, Volume= 0.061 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.12' @ 12.24 hrs Flood Elev= 167.46' Device Routing Invert Outlet Devices #1 Primary 163.73' 12.0" Round Culvert L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.73' / 163.63' S= 0.0333 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.47 cfs @ 12.24 hrs HW=164.12' (Free Discharge) L1=Culvert (Barrel Controls 0.47 cfs @ 2.48 fps) RANGERL STORMWATER MANAGEMENT REPORT POST-DEVELOPMENT DRAINAGE 100 YEAR STORM Post Development Lots 4-7 Rea Street, North And Type /// 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 60 Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 3S: Lot 6 Roof Runoff Area=1,688 sf 100.00% Impervious Runoff Depth>8.38" Tc=5.0 min CN=98 Runoff=0.34 cfs 0.027 of Subcatchment 1 5S: Lot 7 Roof Runoff Area=2,100 sf 100.00% Impervious Runoff Depth>8.38" Tc=6.0 min CN=98 Runoff=0.41 cfs 0.034 of Subcatchment29S: P4 Runoff Area=14,981 sf 43.96% Impervious Runoff Depth>4.57" Flow Length=430' Tc=16.3 min CN=WQ Runoff=1.16 cfs 0.131 of Subcatchment34S: P5 Runoff Area=16,234 sf 28.03% Impervious Runoff Depth>3.48" Flow Length=383' Tc=17.1 min CN=WQ Runoff=0.91 cfs 0.108 of Subcatchment35S: P7 Runoff Area=75,736 sf 0.00% Impervious Runoff Depth>0.66" Tc=6.0 min CN=30 Runoff=0.46 cfs 0.096 of Subcatchment36S: Lot 4 Roof Runoff Area=1,688 sf 100.00% Impervious Runoff Depth>8.38" Tc=6.0 min CN=98 Runoff=0.33 cfs 0.027 of Subcatchment37S: Lot 5 Roof Runoff Area=2,035 sf 100.00% Impervious Runoff Depth>8.38" Tc=6.0 min CN=98 Runoff=0.40 cfs 0.033 of Pond 12P: Infiltration Area 5 Peak EIev=164.70' Storage=0.040 of Inflow=2.82 cfs 0.394 of Discarded=0.40 cfs 0.295 of Primary=1.98 cfs 0.099 of Outflow=2.38 cfs 0.394 of Pond 14P: Roof Drywell Peak EIev=164.22' Storage=0.006 of Inflow=0.34 cfs 0.027 of Outflow=0.10 cfs 0.027 of Pond 16P: Roof Drywell Peak EIev=164.95' Storage=0.008 of Inflow=0.41 cfs 0.034 of Outflow=0.12 cfs 0.034 of Pond 30P: CB 3 Peak EIev=165.12' Inflow=1.16 cfs 0.131 of 12.0" Round Culvert n=0.013 L=5.0' S=0.0200 '/' Outflow=1.16 cfs 0.131 of Pond 31 P: DMH 4 Peak EIev=165.09' Inflow=1.71 cfs 0.254 of 12.0" Round Culvert n=0.013 L=122.0' S=0.0050 '/' Outflow=1.71 cfs 0.254 of Pond 32P: DMH 2 Peak EIev=165.20' Inflow=2.82 cfs 0.394 of 12.0" Round Culvert n=0.013 L=146.0' S=0.0050 '/' Outflow=2.82 cfs 0.394 of Pond 33P: CB 2 Peak EIev=164.31' Inflow=0.91 cfs 0.108 of 12.0" Round Culvert n=0.013 L=3.0' S=0.0333 '/' Outflow=0.91 cfs 0.108 of Total Runoff Area = 2.628 ac Runoff Volume = 0.455 of Average Runoff Depth = 2.08" 83.71% Pervious = 2.200 ac 16.29% Impervious = 0.428 ac Post Development Lots 4-7 Rea Street, North And Type 111 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 61 Summary for Subcatchment 13S: Lot 6 Roof Runoff = 0.34 cfs @ 12.07 hrs, Volume= 0.027 af, Depth> 8.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 -year Rainfall=8.94" Area (sf) CN Description 1,688 98 Roofs, HSG A 1,688 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post Development Lots 4-7 Rea Street, North And Type 111 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 62 Summary for Subcatchment 15S: Lot 7 Roof Runoff = 0.41 cfs @ 12.09 hrs, Volume= 0.034 af, Depth> 8.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 -year Rainfall=8.94" Area (sf) CN Description 2,100 98 Roofs, HSG A 2,100 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Post Development Lots 4-7 Rea Street, North And Type 111 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 63 Summary for Subcatchment 29S: P4 Runoff = 1.16 cfs @ 12.22 hrs, Volume= 0.131 af, Depth> 4.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 -year Rainfall=8.94" Area (sf) CN Description 5,185 98 Paved roads w/curbs &sewers, HSG A 8,396 39 >75% Grass cover, Good, HSG A 1,400 98 Paved parking, HSG A 14,981 Weighted Average 8,396 56.04% Pervious Area 6,585 43.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 0.4 18 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 1.1 191 0.0200 2.87 Shallow Concentrated Flow, road shallow conc. Paved Kv= 20.3 fps 7.3 171 0.0133 0.39 0.20 Channel Flow, channel Area= 0.5 sf Perim= 2.5' r= 0.20' n= 0.150 Sheet flow over Short Grass 16.3 430 Total Post Development Lots 4-7 Rea Street, North And Type 111 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 64 Summary for Subcatchment 34S: P5 Runoff = 0.91 cfs @ 12.25 hrs, Volume= 0.108 af, Depth> 3.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 -year Rainfall=8.94" Area (sf) CN Description 3,073 98 Paved roads w/curbs &sewers, HSG A 11,684 39 >75% Grass cover, Good, HSG A 1,477 98 Paved parking, HSG A 16,234 Weighted Average 11,684 71.97% Pervious Area 4,550 28.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 1.8 75 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.5 87 0.0200 2.87 Shallow Concentrated Flow, road shallow conc. Paved Kv= 20.3 fps 7.3 171 0.0133 0.39 0.20 Channel Flow, channel Area= 0.5 sf Perim= 2.5' r= 0.20' n= 0.150 Sheet flow over Short Grass 17.1 383 Total Post Development Lots 4-7 Rea Street, North And Type 111 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 65 Summary for Subcatchment 35S: P7 Runoff = 0.46 cfs @ 12.35 hrs, Volume= 0.096 af, Depth> 0.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 -year Rainfall=8.94" Area (sf) CN Description 75,736 30 Woods, Good, HSG A 75,736 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Post Development Lots 4-7 Rea Street, North And Type 111 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 66 Summary for Subcatchment 36S: Lot 4 Roof Runoff = 0.33 cfs @ 12.09 hrs, Volume= 0.027 af, Depth> 8.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 -year Rainfall=8.94" Area (sf) CN Description 1,688 98 Roofs, HSG A 1,688 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Post Development Lots 4-7 Rea Street, North And Type 111 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD® 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 67 Summary for Subcatchment 37S: Lot 5 Roof Runoff = 0.40 cfs @ 12.09 hrs, Volume= 0.033 af, Depth> 8.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 -year Rainfall=8.94" Area (sf) CN Description 2,035 98 Roofs, HSG A 2,035 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, direct entry Post Development Lots 4-7 Rea Street, North And Type 111 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 68 Summary for Pond 12P: Infiltration Area 5 Inflow Area = 2.541 ac, 13.43% Impervious, Inflow Depth > 1.86" for 100 - year event Inflow = 2.82 cfs @ 12.23 hrs, Volume= 0.394 of Outflow = 2.38 cfs @ 12.36 hrs, Volume= 0.394 af, Atten= 15%, Lag= 8.2 min Discarded = 0.40 cfs @ 11.70 hrs, Volume= 0.295 of Primary = 1.98 cfs @ 12.36 hrs, Volume= 0.099 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.70' @ 12.36 hrs Surf.Area= 0.033 ac Storage= 0.040 of Plug-Flow detention time= 13.2 min calculated for 0.393 of(100% of inflow) Center-of-Mass det. time= 13.0 min ( 846.8 - 833.8 ) Volume Invert Avail.Storage Storage Description #1A 162.40' 0.024 of 30.17'W x 47.92'L x 2.33'H Field A 0.077 of Overall - 0.016 of Embedded = 0.061 of x 40.0% Voids #2A 162.90' 0.016 of ADS_StormTech SC-310 +Cap x 48 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 8 Rows of 6 Chambers 0.041 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.40' 12.000 in/hr Exfiltration over Surface area #2 Primary 163.37' 10.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.37' /0.00' S= 8.1685 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf Discarded OutFlow Max=0.40 cfs @ 11.70 hrs HW=162.43' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.40 cfs) Primary OutFlow Max=1.97 cfs @ 12.36 hrs HW=164.69' (Free Discharge) L2=Culvert (Inlet Controls 1.97 cfs @ 3.62 fps) Post Development Lots 4-7 Rea Street, North And Type Ill 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD010.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 69 Pond 12P: Infiltration Area 5 - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +24.0" End Stone x 2 = 47.92' Base Length 8 Rows x 34.0" Wide + 6.0" Spacing x 7 + 24.0" Side Stone x 2 = 30.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 48 Chambers x 14.7 cf= 707.6 cf Chamber Storage 3,373.0 cf Field - 707.6 cf Chambers = 2,665.4 cf Stone x 40.0% Voids = 1,066.2 cf Stone Storage Chamber Storage + Stone Storage = 1,773.8 cf= 0.041 of Overall Storage Efficiency = 52.6% Overall System Size = 47.92' x 30.17' x 2.33' 48 Chambers 124.9 cy Field 98.7 cy Stone Post Development Lots 4-7 Rea Street, North And Type 111 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 70 Summary for Pond 14P: Roof Drywell Inflow Area = 0.039 ac,100.00% Impervious, Inflow Depth > 8.38" for 100 - year event Inflow = 0.34 cfs @ 12.07 hrs, Volume= 0.027 of Outflow = 0.10 cfs @ 12.40 hrs, Volume= 0.027 af, Atten= 72%, Lag= 19.9 min Discarded = 0.10 cfs @ 12.40 hrs, Volume= 0.027 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.22' @ 12.40 hrs Surf.Area= 0.006 ac Storage= 0.006 of Flood Elev= 165.03' Surf.Area= 0.006 ac Storage= 0.008 of Plug-Flow detention time= 14.8 min calculated for 0.027 of(100% of inflow) Center-of-Mass det. time= 14.6 min ( 773.4 - 758.8 ) Volume Invert Avail.Storage Storage Description #1A 162.70' 0.005 of 11.50'W x 24.56'L x 2.33'H Field A 0.015 of Overall - 0.003 of Embedded = 0.012 of x 40.0% Voids #2A 163.20' 0.003 of ADS_StormTech SC-310 +Cap x 9 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 0.008 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.70' 8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.70' Discarded OutFlow Max=0.10 cfs @ 12.40 hrs HW=164.22' (Free Discharge) L1=Exfiltration ( Controls 0.10 cfs) Post Development Lots 4-7 Rea Street, North And Type Ill 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD010.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 71 Pond 14P: Roof Drywell - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 22.56' Row Length +12.0" End Stone x 2 = 24.56' Base Length 3 Rows x 34.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 11.50' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 9 Chambers x 14.7 cf= 132.7 cf Chamber Storage 659.0 cf Field - 132.7 cf Chambers = 526.3 cf Stone x 40.0% Voids = 210.5 cf Stone Storage Chamber Storage + Stone Storage = 343.2 cf= 0.008 of Overall Storage Efficiency = 52.1% Overall System Size = 24.56' x 11.50' x 2.33' 9 Chambers 24.4 cy Field 19.5 cy Stone Post Development Lots 4-7 Rea Street, North And Type 111 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 72 Summary for Pond 16P: Roof Drywell Inflow Area = 0.048 ac,100.00% Impervious, Inflow Depth > 8.38" for 100 - year event Inflow = 0.41 cfs @ 12.09 hrs, Volume= 0.034 of Outflow = 0.12 cfs @ 12.43 hrs, Volume= 0.034 af, Atten= 72%, Lag= 20.5 min Discarded = 0.12 cfs @ 12.43 hrs, Volume= 0.034 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.95' @ 12.43 hrs Surf.Area= 0.006 ac Storage= 0.008 of Flood Elev= 165.03' Surf.Area= 0.006 ac Storage= 0.008 of Plug-Flow detention time= 18.6 min calculated for 0.034 of(100% of inflow) Center-of-Mass det. time= 18.3 min ( 777.8 - 759.5 ) Volume Invert Avail.Storage Storage Description #1A 162.70' 0.005 of 11.50'W x 24.56'L x 2.33'H Field A 0.015 of Overall - 0.003 of Embedded = 0.012 of x 40.0% Voids #2A 163.20' 0.003 of ADS_StormTech SC-310 +Cap x 9 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 0.008 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.70' 8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.70' Discarded OutFlow Max=0.11 cfs @ 12.43 hrs HW=164.95' (Free Discharge) L1=Exfiltration ( Controls 0.11 cfs) Post Development Lots 4-7 Rea Street, North And Type Ill 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCAD010.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 73 Pond 16P: Roof Drywell - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 22.56' Row Length +12.0" End Stone x 2 = 24.56' Base Length 3 Rows x 34.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 11.50' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 9 Chambers x 14.7 cf= 132.7 cf Chamber Storage 659.0 cf Field - 132.7 cf Chambers = 526.3 cf Stone x 40.0% Voids = 210.5 cf Stone Storage Chamber Storage + Stone Storage = 343.2 cf= 0.008 of Overall Storage Efficiency = 52.1% Overall System Size = 24.56' x 11.50' x 2.33' 9 Chambers 24.4 cy Field 19.5 cy Stone Post Development Lots 4-7 Rea Street, North And Type 111 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 74 Summary for Pond 30P: CB 3 Inflow Area = 0.344 ac, 43.96% Impervious, Inflow Depth > 4.57" for 100 - year event Inflow = 1.16 cfs @ 12.22 hrs, Volume= 0.131 of Outflow = 1.16 cfs @ 12.22 hrs, Volume= 0.131 af, Atten= 0%, Lag= 0.0 min Primary = 1.16 cfs @ 12.22 hrs, Volume= 0.131 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 165.12' @ 12.22 hrs Flood Elev= 169.02' Device Routing Invert Outlet Devices #1 Primary 164.44' 12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 164.44' / 164.34' S= 0.0200 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.14 cfs @ 12.22 hrs HW=165.1 V (Free Discharge) L1=Culvert (Barrel Controls 1.14 cfs @ 2.89 fps) Post Development Lots 4-7 Rea Street, North And Type 111 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 75 Summary for Pond 31 P: DMH 4 Inflow Area = 2.121 ac, 8.95% Impervious, Inflow Depth > 1.43" for 100 - year event Inflow = 1.71 cfs @ 12.24 hrs, Volume= 0.254 of Outflow = 1.71 cfs @ 12.24 hrs, Volume= 0.254 af, Atten= 0%, Lag= 0.0 min Primary = 1.71 cfs @ 12.24 hrs, Volume= 0.254 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 165.09' @ 12.24 hrs Flood Elev= 169.60' Device Routing Invert Outlet Devices #1 Primary 164.24' 12.0" Round Culvert L= 122.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 164.24' / 163.63' S= 0.0050 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.70 cfs @ 12.24 hrs HW=165.09' (Free Discharge) L1=Culvert (Barrel Controls 1.70 cfs @ 3.22 fps) Post Development Lots 4-7 Rea Street, North And Type 111 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 76 Summary for Pond 32P: DMH 2 Inflow Area = 2.541 ac, 13.43% Impervious, Inflow Depth > 1.86" for 100 - year event Inflow = 2.82 cfs @ 12.23 hrs, Volume= 0.394 of Outflow = 2.82 cfs @ 12.23 hrs, Volume= 0.394 af, Atten= 0%, Lag= 0.0 min Primary = 2.82 cfs @ 12.23 hrs, Volume= 0.394 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 165.20' @ 12.23 hrs Flood Elev= 168.10' Device Routing Invert Outlet Devices #1 Primary 163.63' 12.0" Round Culvert L= 146.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.63' / 162.90' S= 0.0050 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.80 cfs @ 12.23 hrs HW=165.18' (Free Discharge) L1=Culvert (Barrel Controls 2.80 cfs @ 3.57 fps) Post Development Lots 4-7 Rea Street, North And Type 111 24-hr 100 -year Rainfall=8.94" Prepared by Ranger Engineering & Design, LLC Printed 5/17/2019 HydroCADV 10.00-22 s/n 02248 ©2018 HydroCAD Software Solutions LLC Page 77 Summary for Pond 33P: CB 2 Inflow Area = 0.373 ac, 28.03% Impervious, Inflow Depth > 3.48" for 100 - year event Inflow = 0.91 cfs @ 12.25 hrs, Volume= 0.108 of Outflow = 0.91 cfs @ 12.25 hrs, Volume= 0.108 af, Atten= 0%, Lag= 0.0 min Primary = 0.91 cfs @ 12.25 hrs, Volume= 0.108 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.31' @ 12.25 hrs Flood Elev= 167.46' Device Routing Invert Outlet Devices #1 Primary 163.73' 12.0" Round Culvert L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.73' / 163.63' S= 0.0333 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.91 cfs @ 12.25 hrs HW=164.31' (Free Discharge) L1=Culvert (Barrel Controls 0.91 cfs @ 2.80 fps)