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HomeMy WebLinkAbout2022-04-26 Stormwater Management Report WSP RANGER ENGINEERING GROUP, INC. 13 Reel Roof lane Suite 203 Salem, Nl-I 03079 Tel: 973-208-1762 www,rangereng.coni STORMWATER MANAGEMENT REPORT 198 Dale Street, North Andover MA, 01845 ASSESSORS MAP 27 PARCEL 4 March 09, 2022 REVISED April 7,2022 Submitted to: Town of Noah Andover North Andover, ALA 01845 Prepared for: Paul and Heather Takesian 198 Dale Street North Andover MA, 01845 Prepared by: Ranger Engineering Group, Inc. 13 Red Roof Lane Suite 203 , C1EW_.%.AWC. Salem, NH 03079 978-208-1762 �� 'we l Benjamin C. Osgood, Jr PE Director of Engineering 3 II. TABLE OF CONTENTS: ............. ................. Cover II Table of Contents III Introduction IV Existing Conditions V Proposed Conditions VI Stormwater Design VII Site Parameters • Wetland Resource Areas • Flood Zone Classification • Estimated Habitat for Rare Wildlife and Rare Species • Soil Classification • Subsurface Investigation VIII Drainage Analysis • Methodology • Existing Watershed • Proposed Watershed IX Summary of Peak Discharge Rates Appendices HydroCAD Calculations Maps USGS Locus Map SCS Soils Map FEMA (FIRM) CS 0201 Pre-Development Drainage Map CS 1001 Post-Development Drainage Map III. INTRODUCTION In accordance with North Andover Watershed Protection Bylaw, Ranger Engineering Group (Ranger) has prepared a Stormwater Management Plan for submittal to the Town of North Andover, MA Planning Board on behalf of Paul and Heather Takesian in support of a Watershed Special Permit for the proposed construction of a 24'X40' garage and paved driveway at 198 Dale Street North Andover, MA, IV. EXISTING CONDITIONS The project site consists of a 0.94 ± acre rectangular shaped parcel of land located at Assessors Map 37B Lot 4 in North Andover, Massachusetts (see Ranger Dwg. CS1001). The site has been previously developed with a wood frame dwelling, decks, lawn, pool, and driveway. The parcel is bordered on each side by residential structures and at the rear by wetland series A. A portion of the site is located within the 100' watershed no disturbance zone. The remainder of the site is located within the 325' non-discharge zone. The topography of the lot is sloping away from Dale Street towards Wetland Series A. Soils on the site are generally gravelly and loamy sand as demonstrated by the test pit conducted in the preparation of this report and by the soils map attached in the appendices. V. PROPOSED CONDITIONS The Applicant proposes to construct a new 960 square foot garage, driveway, and underground stormwater system. A closed drainage system will be constructed to collect and convey stormwater runoff to a buried stormwater chamber systems. The stormwater runoff from the building roof will be directed to the buried stormwater structure via gutters and downspouts. The associated paved areas will be directed to catch basin via sheet flow over the pavement. The catch basin then discharges to the underground concrete galley system via underground piping. The underground chamber system is designed to infiltrate stormwater, and control the rate and volume of runoff. Stormwater Management Report 4/7/2022 i VI, STORMWATER DESIGN The proposed stormwater system will improve the drainage patterns present under the pre- development conditions. Peals rates of flow in the 2-, 1 o-, and 25-year storms will be reduced in the post development condition. There is a slight increase in the rate of runoff in the 1 oo-year storm, however, the total volume in the 100 year storm is reduced by 35%. Runoff volumes will be reduced in the 2-, 1 o-, 25-, and I go-year storms to minimize or eliminate impacts to downstream areas. Stormwater presently flows off site to the North into bordering vegetated wetland delineated as wetland Series A, which is where stormwater will be directed in the post development condition. Closed Drainage System The proposed closed drainage system consists of a proposed catch basin, gutters, downspouts, and underground piping to direct runoff to the subsurface infiltration system. Stormwater from the roof will be directed towards the underground detention system via gutters and downspouts. Paved areas will be directed to catch basin via sheet flow over the pavement. The catch basin discharges to the underground concrete galley system via underground pvc pipe. Overflow from the underground galley system is piped to a flared end section with a riprap outlet apron to control velocity stormwater velocity Stormwater Detention System A buried chamber systems is proposed to mitigate peals runoff rates and volumes, promote groundwater recharge. and stormwater treatment. The stormwater system is designed to contain and mitigate the 2-year, 1 0-year, 25-year, and 1 go-year storm events. Stormwater Management Report 4/7/2022 V11, SITE PARAMETERS Wetland Resource Areas The site is bordered on the North by a bordering vegetated wetland that is delineated as Wetland Series A. A portion of the site is located within the 1 00'watershed no disturbance zone associated with the wetland. The remainder of the site is located within the 325' non-discharge zone, Flood Zone classification According to the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) for Middlesex County, Massachusetts, Community Panel 25017C119E, effective date June 4, 2010, the site is located within Zone X, which is defined as areas outside of the 500-year floodplains (see attached). Estimated Habitat for Rare Wildlife and Rare Species According to current Massachusetts G1S Online Mapping Tool (Oliver), the site is not within an area designated as an area for estimated habitat for rare wildlife or rare species. Soil Classifi ca do n According to the Web Soil Survey of Middlesex county, Massachusetts, prepared by the US Department of Agriculture, Soil conservation Service, underlying soils located within the site consist primarily of Sutton fine sandy loam (see Soils Map). This soil is classified within SCS Hydrologic Soil Group B. Table 1 Hydrologic Soil Group Ratings Ma V .. ....... Unit Ma Unit dame Rain!g Symbol:l 411 B Sutton fine sandy loam, 3-S%, very stony B The on-site soils consist of series, described by NRCS, as follows: Sutton Fine Sandy Loam: Moderately well drained soil derived from gneiss, granite or schist. Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. Per the soil survey, the general characteristics of the four (4) hydrologic soil groups are as follows: Group A— Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep,well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B — Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Stormwater Management Report 4/7/2022 Group _ Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of oderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D— Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a clay pan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. Subsurface Investigation Test pit investigations were conducted within the site to determine the presence of the Seasonal High Groundwater (SHGW) elevation, soil classification, and depth to bedrock. The soils were found to be consistent with a B soil type as indicated in the USGS soil survey report. (see test pit logs in the appendix) Sufficient soils were found beneath the proposed detention/infiltration basin to allow for infiltration and soil logs indicate the receiving soil is Gravely Sand. A Sand soil has a design infiltration rate of 8.27 inches/Hour. Stormwater Management Report 4/7/2022 V1110 DRAINAGE ANALYSIS Methodology The comparative hydrologic analysis of pre-development conditions to post-development conditions was performed using the Soil Conservation Service, Technical Release 20 JR-20). The 2, 101 25, and 100-year storm events were modeled for a 24-hour, Type III storm using HydroCAD version 8.5. 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: 3.19 inches per 24-hours 10-year Frequency Storm: 5.04 inches per 24-hours 25-year Frequency Storm: 6.20 inches per 24-hours 100-year Frequency Storm: 7.99 inches per 24-hours Existing Watershed The existing site does not contain any drainage systems. Stormwater runoff infiltrates onsite and flows offsite in a northerly direction. For the purposes of the hydrologic analyses, the existing site has been delineated as having one (1) existing catchment area which is equal to the limit of the lot work area for the project. Catchment EX1 Catchment EX1 includes the area to be developed which includes a portion of the existing roof and the surrounding lawn. The topography within the catchment slopes northerly approx. 2-6%). Proposed watershed The proposed development will include a closed drainage system which will collect and convey stormwater runoff into a buried detention structure. For the purposes of the analyses, the proposed developed area has been delineated as having two (2) catchment area which is equal to the limit of the lot. The following Catchments flow to design Point ? Catchment P-1 Catchment P-1 includes flow from the driveway, roof, and lawn areas. Runoff from this catchment flows to the closed drainage system and directed to the buried detentionlinfiltration system. Catchment P-2 Includes the lawn area on the east side of the lot which sheet flows into the back of the site. This area matches the existing conditions Stormwater Management Report 4/7/2022 IX. SUMMARY OF PEAK DISCHARGE RATES AND VOLUMES 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. FLOW RATE TABLE Point of Analysis Storm Pre-Development Rate Post-Development Rate (CFS) CFS 2-year 0.08 0.02 PROPERTY LINE 10- ear 0.30 0.11 25- ear 0.47 0.37 1 00- ear 0.76 1.04 ** FLOW VOLUME TABLE Point of Analysis Storm Pre-Development Rate Post- Development (CFS) Rate (CFS) 2- ear 337 91 PROPERTY LINE 10- ear 1013 349 25- ear 1530 785 1 00- ear 1 2417 1556 **Although the rate goes up the volume is reduced by 60% 72-Hour Drawdown Calculations The subsurface stormwater structure is required to drain within 72 hours after a storm. The drawdown time for the detention basin is determined with the following equation. Time(drawdown) = ReV (K) x Area Where, ReV = (Recharge Volume) = 568 cf (from Hydrocad report) K= Saturated Hydraulic Conductivity=8.27 in/hr. (Rawls Rate for HSG B soil) Area = (Average Surface area of basin bottom) = 106 sf(from HydroCAD report) Soil samples were taken from the soils under the proposed detention basin, and it was determined that the soils are sand. The infiltration rate associated with sand is 8,27 inches per hour and is the rate used in the drawdown calculations below. Underground Structure Time(drawdown) = ReV (K) x Area = 568 cf = 7.75 hours 8.27in/hr (12in/ft) x (106 sf) Stormwater Management Report 4/7/2022 RANGER ENGINEERING GROUP, INC. STGRMWATER MANAGEMENT REPORT APPENDICES HYD ROCAD CALCULATIONS t RANGER ENGINEERING GROUP, INC. STGRMWATER MANAGEMENT REPORT PRE DE ELOP ENT DRAINA E EX1 FLOW TO BACK OF P RO E RTY `7 S P2 SUM POND - BACK OF PROPERTY Subcat Reach Oh Link rHydroCADO g Diagram for 198 DALE STREET,NORTH ANDOVER 2022-03-03 PRE pared by Ranger Engineering Group, Inc.., Printed 3/8/2022 10.10-7b s/n 02248 O 2022 HydroCAD Software Solutions LLC 198 DALE STREET, NORTH ANDOVER 2022-03-03 PRE Prepared by Ranger Engineering Group, Inc.. Primed 3/8/2022 H droCADO 10.10-7b sln 02248 0 2022 H droCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 2 year Type III 24-hr Default 24.00 1 3.18 2 2 10 year Type III 24-hr Default 24.00 1 5.04 2 3 25 year Type 1 I 124-h r Default 24.00 1 6.20 2 4 100 Year Type III 24-hr Default 24.00 1 7.99 2 198 DALE STREET, NORTH AN DOVER 2022-03-03 PRE Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sln 02248 0 2022 H droCAD Software Solutions LLC Pa e 3 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 7,500 61 >75% Grass cover, Good, H SG B (EX 1) 430 98 Roofs, H SG B (EX I) 7,930 63 TOTAL AREA e 198 DALE STREET, NORTH AN DOVER 2022-03-03 PRE Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCAM 10.10-7b sin 02248 C 2022 H droCAD Software Solutions LLC Pa e 4 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 71930 HSG B EX1 0 HSG C 0 HSG D 0 other 7,930 TOTAL AREA S 1 4 i 198 DALE STREET, NORTH AN❑OVEN. 2022-03-03 PRE Prepared by Ranger Engineering Group, Inc.. Printed 31812022 H droCADO 10,10-7b sln 02248 0 2022 H droCAD Software Solutions LLC Pa e 5 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover 0 71500 0 0 0 71500 >75% Grass cover, Good 0 430 0 0 0 430 Roofs 0 71930 0 0 0 71930 TOTAL AREA RANGER ENGINEERING GROUP, INC. STGRMWATER MANAGEMENT REPORT PRE DE ELOP ENT DRAINA E YEAR STOR S 198 DALE STREET, NORTH ANDOVER 2022-03-03 PRE hype ///24-hr 2 year Rainfall 3.?8" Prepared by Ranger Engineering Group, Inc.. Printed 31812022' H droCAD® 10.10-7b sln 02248 C 2022 H droCAD Software Solutions LLC Pa e 5 Time span 0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR--20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment EX1: FLOW TO BACK OF Runoff Area=7,930 sf 5.42% Impervious Runoff Depth>0.51" Flow Length=57' Tc=0.0 min CN=G3 Runoff=0.08 cfs 337 cf Pond SP2: SUM POND - BACK OF PROPERTY Inflow=0.08 cfs 337 cf Primary=0.08 cfs 337 cf Total Runoff Area� 7,930 sf Runoff Volume= 337 cf Average Runoff Depth = 0.51" 94.58% Pervious = 7,500 sf 5.42% Impervious =430 sf 198 DALE STREET, NORTH ANDOVER 2022-03-03 PRE Type /// 24-hr 2 year Rainfa11=3.18►► Prepared by Ranger Engineering Group, Inc.. Printed 3/812022 H droCADO 10.10-7b sin 02248 0 2022 H droCAD Software Solutions LLC Pa e 7 Summary for Subcatchment EX1: FLOW TO BACK OF PROPERTY Runoff 0.08 cfs a@ 12.12 hrs, Volume= 337 cf, Depths 0.51" Routed to Pond SP2 : SUM POND - BACK OF PROPERTY Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year Rainfall=3.18" Areas CN Description 71500 61 >75% Crass cover, Good, HSG B 430 98 Roofs, HSG B 71930 63 Weighted Average 71500 94.58% Pervious Area 430 5.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) feet ftlft (ft/sec).. 4.0 50 0.0500 0.21 Sheet Flow, FLOW OVER GRASS Grass: Short n= 0.150 P2= 3.12" 0.1 7 0.0780 1.95 Shallow Concentrated Flow, FLOW OVER GRASS Short Grass Pasture Kv= 7.0 fps 1.9 Direct Ent DIRECT ENTRY 6.0 57 Total Subcatchment EX.'S: FLOW TO BACK OF PROPERTY Hydrograph 0.085 p Runoff 0.08 0.08 ifs 0.075hr 0.07 -� 0.as5-� er I I=F;3 0.06 R -rr r-e 9 0_ 0.055 0.05 I --- f 01 121 0.045-- _ I t 119T _0 0.04 � 0.035- � � F __ ��--Le __ __ham 0.03 w 0.025 C=(j1 4in, ❑.02- 0.015- 0.01 0.005 r 0__ f..r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 198 DALE STREET, NORTH ANDOVER 2022-03-03 PRE Type 11124-hr 2 year Rainfall 3.18" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCAD@ 10.10-7b sin 02248 @ 2022 H droCAD Software Solutions LLC Pa e 8 Summary for Pond SP2: SUM POND - BACK OF PROPERTY Inflow Area - 7,930 sf, 5.42% Impervious, Inflow Depth > 0.51 for 2 year event Inflow - 0.08 cfs @ 12.12 hrs, Volume= 337 cf Primary -- 0.08 cfs a@ 12.12 hrs, Volume= 337 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt 0.05 hrs Pond SP2: SUM POND - BACK OF PROPERTY Hydrograph 0.0$5: I I Inflow 0.08 cfs C Primary 0.08-- >_ ► 0.08 cfs -- nor a- - 0.075-' 0.07- 0.065- V Mw 0.06- N : 0.055- 9 0.05- I .-. f 0.045- 0 :y 0 0.04- 0.035-- 0.03- 0.025- 0.02-� 0.015 .:r. ... .:. .... ..::...::......:::. .. .:........:..:.. w� ...... ........... . 0.01 ..,; :n ..... ...:.. ...::............:. .......... ............. ..:.:.. 0.005 .... .... O 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) RANGER ENGINEERING GROUP, INC. STORMWATER MANAGEMENT REPORT PRE DE ELOP ENT DRAINA E YEAR STO R 198 DALE STREET, NORTH ANDOVER 2022-03-03 PRE Type ///24-hr 10 year Rainfa11 5.04" Prepared by Ranger Engineering Group, Inc.. Printed 3/812022 H droCADO 10.10-7b sln 02248 @ 2022 H droCAD Software Solutions LLC Pa e 9 Time span=0.00--24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Star-Ind method - Pond routing by Dyn-Star-Ind method Subcatchment EXI: FLOW TO BACK OF Runoff Area=7,930 sf 5.42% Impervious Runoff Depth>1.53" Flow Length=57' Tc=6.0 min CN=63 Runoff=0.30 cfs 1,013 cf Pond SP2: SUM POND - BACK OF PROPERTY Inflow=0.30 cfs 11013 cf Prim ary=0.30 cfs 1,013 cf Total Runoff Area 7,930 sf Runoff Volume= 1,013 cf Average Runoff Depth = 1.53" 94.58% Pervious = 7,500 sf 5.42% Impervious 430 sf 198 DALE STREET, NORTH ANDOVER 2022-03-03 PRE Type 11124-hr 10 year Rainfall=5.04►► Prepared by Ranger Engineering Group, Inc,. Printed 3/8/2022 H droCADO 10.10-7b sln 02248 @ 2022 H droCAD Software Solutions LLC Pa e 10 Summary for Subcatchment EX1: FLOW TO BACK OF PROPERTY Runoff -- 0.30 cfs a@ 12.10 hrs, Volume= 1,013 cf, Depths 1.53" Routed to Pond SP2 : SUM POND - BACK OF PROPERTY Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year Rai nfall=5.04" Areas C N Description 71500 81 >75% Grass cover, Good, HSG B 430 98 Roofs, HSG B 7,930 53 Weighted Average 7,500 94.58% Pervious Area 430 5.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) 4.0 50 0.0500 0.21 Sheet Flow, FLOW OVER GRASS Grass: Short n= 0.150 P2= 3.12" 0.1 7 0.0780 1.95 Shallow concentrated Flow, FLOW OVER GRASS Short Grass Pasture Kv= 7.0 fps 1.9 Direct Entry, DIRECT ENTRY 6.0 57 Total Subcatchment EX1: FLOW TO BACK OF PROPERTY Hydrograph L.E]Runoff 0.32- 0.30 cfs h- 0.28 0.26 e rR�Inta = Y4 0.24� Fsf 0.22'- 0.2 z M, U f'"Moto ;o' C 0.18, ff.D ... ............................... r. f Now -o Le-nqth - 0.14-- 0.12 Tcr 6,0 i .......... 0.1 ... 0.08 m i -N 6 30 0.06 0.04 0.02 W ❑ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 193 DALE STREET NORTH AN DOVER 2022-03-03 PRE Type 11124-hr 10 year Rainfall=5.04" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.1 0-7b sln 02248 C 2022 H droCAD Software Solutions LLC Pa Summary for Pond SP2: SUM POND - BACK OF PROPERTY Inflow Area = 7,930 sf, 5.42% Impervious, Inflow Depth > 1,53" for 10 year event Inflow - 0.30 cfs @ 12.10 hrs, Volume= 1,013 cf Primary - 0.30 cfs a@ 12.10 hrs, Volume= 1,013 cf, Atten= 0%, Lag= 0,0 min Routing by Dyn-Star-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond SP2; SUM POND - BACK OF PROPERTY Hydrograph Inflow 0.30 cfs 0 Primary 9.32- 0.30 cfs Nµr. 0.3- - ' ............ 0.28- h .. cur 0.26- r 0.24- Vu 0.22- 0.2- 0.18 .,. 'Nr ....... ........... 0 0.16- 0.14- 0.12- ...... ... ............. 0.1 µme. 0.08- `. 0.0s rM 0.04 m.M, mw 0.02 Or r rr r r r r r r � i ri r ��r 1.. r.. 1 r,.� r rr.r r r rr •r.r r r •r,r r+r 6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) RANGER ENGINEERING GROUP, INC. STORM WATER MANAGEMENT REPORT PRE DE ELOP ENT DRAINA E YEAR STO R 198 DALE STREET, NORTH ANDOVER 2022-03-03 PRE Type 11124-hr 25 year Rainfall 6.2D" Prepared by Ranger Engineering Group, Inc.. Printed 3/812022 H droCADO 10.10-7b sln 02248 0 2022 H droCAD Software Solutions LLC Pa e Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment EX1: FLOIJ'1l TO BACK OF Runoff Area=7,930 sf 5.42% Impervious Runoff❑epth>2.31" Flow Length=57' Tc=6.0 min CN=63 Runoff=0.47 cfs 1,530 cf Pond SP2: SUM POND _ BACK OF PROPERTY inflow=0.47 cfs 1,530 cf Primary=0.47 cfs 1,530 cf Total Runoff Area= 7,930 sf Runoff Volume= 1,530 cf Average Runoff Depth = 2.31" 94.58% Pervious= 7,500 sf 5.42% Impervious =430 sf 198 DALE STREET, NORTH ANDOVER 2022-03-03 PRE Type 1/124-hr 25 year Rainfall=6.20" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sln 02248 @ 2022 H droCAD Software Solutions LLC Pa Summary for Subcatchment EX' : FLOW TO BACK OF PROPERTY Runoff - 0.47 cfs a@ 12.10 hrs, Volume= 1,530 cf, Depths 2.31" Routed to Pond SP2 : SUM POND - BACK OF PROPERTY Runoff by SCS TR-20 method, UH=SCS, Weighted--CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 year Rainfall=6.20" Areas CN Description 71500 61 >75% Grass cover, Good, HSG B 430 98 Roofs, H SG B 71930 63 Weighted Average 71500 94.58% Pervious Area 430 5.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) 4.0 50 0.0500 0.21 Sheet Flow, FLOW OVER GRASS Grass: Short n= 0.150 P2 3.1 2" 0.1 7 0.0780 1.95 Shallow Concentrated Flow, FLOW OVER GRASS Short Grass Pasture Kv= 7.0 fps 1.9 Direct Entry, DIRECT ENTRY 6.0 57 Total Subcatchment EX1: FLOW TO BACK OF PROPERTY Hydrograph 0.52- Runoff 0.5 0.47 ds ❑.48- . 0.46- y e 1-1 �mh- 0.44-� � 0.42 A .............AV -,- e. 1�►a Cr1'f a - 2 0.41 ' 0.3 8 1f v� 0.36:� Sf.- 0.34 U ^ 0.32- ,ur 0.3e/ � K w 0.28= Ru Dept 0.26,-LL gt JLe-ry ❑.22- 0.2- T-C*61. 0.18- 0.16 ❑.14� ❑.12-� .......... 0.1 0.081 0.06-: 0.04-`� I 0.02 .. ....... ,.I, r r r I r 0-1 ' r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20r.21 22r� 2+3 24 Time (hours) 198 DALE STREET, NORTH ANDOVER 2022-03-03 PRE Type ///24-hr 25 year Rainfall-6.20" Prepared by Ranger Engineering Group, Inc.. Printed 3/812022 H droCADO 10.10-7b sln 02248 0 2022 H droCAD Software Solutions LLC Pa e 4 Summary for Pond SP2: SUM POND - BACK of PROPERTY Inflow Area - 7,930 sf, 5.42% Impervious, Inflow Depth > 2.31" for 25 year event Inflow - 0.47 cfs @ 12.10 hrs, Volume= 1,530 cf Primary -- 0.47 cfs a@ 12.10 hrs, Volume= 1,530 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond SP2: SUM POND - BACK OF PROPERTY Hydrograph E Inflow 47 ds El Primary 0.5 0.47 cfs n o rya w 0.45' 0.4- =r. 0.35- %��Vm;; 0.3- M J ❑.25-' o w 0.2 . raw 0.15- 0.1` r.„. r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) i RANGER ENGINEERING GROUP, INC. STORMWATER MANAGEMENT REPORT POST DE ESOP ENT DRAINA E YEAR ST O R s 198 DALE STREET, NORTH ANDOVER 2022-03-03 PR Type ///24-hr 100 Year Rainfall 7.99" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 16.10-7b sin 92248 @ 2622 H droCAD Software Solutions LLC Pa Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, VH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Star-Ind method Subcatchment EX1: FLOW TO BACK OF Runoff Area=7,936 sf 5.42% Impervious Runoff Depth>3.66" Flow Length=57' Tc=6.0 min CN=63 Runoff=0.76 cfs 2,417 cf Pond SP2: SUM POND .. BACK OF PROPERTY Inflow=6.76 cfs 2,417 cf Primary=9.76 cfs 2,417 cf Total Runoff Area= 7,930 sf Runoff Volume= 2,417 cf Average Runoff Depth = 3.65" 94.58% Pervious = 7,500 sf 5.42% Impervious =430 sf 198 DALE STREET, NORTH ANDOVER 2022-03-03 PR Type /// 24-hr 100 Year Rainfall=7.99" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sin 02248 0 2022 H droCAD Software Solutions LLC Pa Summary for Subcatchment EXI: FLOWN TO BACK OF PROPERTY Runoff - 0.76 cfs @a 12.10 hrs, Volume= 21417 cf, Depths 3.66" Routed to Pond SP2 : SUM POND - BACK OF PROPERTY Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.99" Area (sD C N Description 71500 61 >75% Grass cover, Good, HSG B 430 98 Roofs, HSG B 71930 63 Weighted Average 71500 94.58% Pervious Area 430 5.42% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) ( 4.0 50 0.0500 0.21 Sheet Flow, FLOW OVER GRASS Grass: Short n= 0.150 P2= 3.12„ 0.1 7 0.0780 1.95 Shallow Concentrated Flow, FLOW OVER GRASS Short Grass Pasture Kv= 7.0 fps 1.9 Direct Ent DIRECT ENTRY 6.0 57 Total Subcatchment EX1: FLOW TO BACK OF PROPERTY Hydrograph ❑.85 p El Runoff 0.8-- 0.76 cfs 0.75 [tL2-4=h- o.7'- -7-.9-1[0..- yje�-- fal I 0.65 0.6' S f 0.55 , 0.5 2 0.45 .� = flu o, f D t >166' 0 0.4 6 n — -1-o LL n t - 0.35 0.3- TC w 0.25- N 761 - 0.15- 0.1. 0.05- .... .:..:.. :........::.....::. ❑ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 198 DALE STREET, NORTH ANDOVER 2022-03-03 PR Type /I/ 24-hr 100 Year Rainfall=7.99" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sln 02248 0 2022 H droCAD Software Solutions LLC Page 17 Summary for Pond SP2: SUM POND - BACK OF PROPERTY Inflow Area = 7,930 sf, 5.42% Impervious, Inflow Depth > 3.66" for 100 Year event Inflow -- 0.76 cfs @ 12.10 hrs, Volume= 2,417 cf Primary - 0.76 cfs 2. 0 hrs, Volume= 2,417 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond SP2: SUM POND - BACK OF PROPERTY Hydrograph El Inflow ry0.85- 0.76 cs 0 P 0.8 oars is 0.75- 0.7- 0.65- fr 0.6 0.55-* r 0.5- y Cam? 0 .45 a o.4-- LL. 0.35 0.3-- !r: 0.25- ,y :µ ❑.15- 0.1 0.05 ------- ZZ ....... ........ L or2 .........:: AL . -I- Or zz . r r r r r . .r r r�r r r .. � . . � r r r.. r t r. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 5 1 RANGER ENGINEERING GROUP, INC. STORMWATER MANAGEMENT REPORT POST DE ELOP ENT DRAINA E P 1 P2 . FLO TO FLOW TO BACK OF I N F I LT ,AT IO N PROOERTY STRUG."TURE 1 P SUBSURFACE SP2 STRUCTURE SUM POND - BACK OF PROPERTY Subcat Reach P011 Link rHydroCADO g Diagram for 198 DALE STREET,NORTH ANDOVER,2022-03-03 POST pared by Ranger Engineering Group, Inc.., Printed 3/8/2022 10.10-7b s/n 02248 O 2022 HydroCAD Software Solutions lLC 198 DALE STREET, NORTH ANDOVER, 2022-03-03 POST Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sln 02248 0 2022 Hy droCAD Software Solutions LLC Pa e 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration BIB Depth AMC Name (hours) (inches) 1 2 year Type III 24-hr Default 24.00 1 3.19 2 2 10 year Type III 24-hr Default 24.00 1 5.04 2 3 25 year Type III 24-hr Default 24.00 1 6.20 2 4 100 Year Type III 24-hr Default 24.00 1 7.99 2 198 DALE STREET, NORTH AN DOVER, 2022-03-03 POST Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sin 02248 @ 2022 H droCAD Software Solutions LLC Pa e 3 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 51140 61 >75% Grass cover, Good, HSG B (P 1, P2) 11400 98 Paved parking, HSG B (P1) 11390 98 Unconnected roofs, HSG B (P1) 71930 74 TOTAL AREA 198 DALE STREET, NORTH ANDOVER, 2022-03-03 POST Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sln 02248 0 2022 H droCAD Software Solutions LLC Pa e 4 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 71930 HSG B Pif P2 0 HSG C 0 HSG D 0 Other 71930 TOTAL AREA 198 DALE STREET, NORTH ANDOVER, 2022-03-03 POST Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sln 02248 0 2022 H droCAD Software Solutions LLC Pa e 5 Ground Corners (all nodes) HSG-A HSG-B HSG-C HSG-D other Total Ground (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover 0 51140 0 0 0 51140 >75% Grass cover, Good 0 11400 0 0 0 1,400 Paved parking 0 1,390 0 0 0 11390 Unconnected roofs 0 7,930 0 0 0 7,930 TOTAL AREA 198 DALE STREET, NORTH ANDOVER, 2022-93-03 POST Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADQ 10.10-7b sln 02248 0 2022 H droCAD Software Solutions LLC Pa e 5 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height inside-Fill Number (feet) (feet) (feet) (ftlft) (inches) (inches) (inches) 1 1 P 95.50 95.00 30.0 0.0167 0.013 0.0 8.0 0.0 RANGER ENGINEERING GROUP, INC. STORMWATER MANAGEMENT REPORT POST DE ELOP ENT DRAINA E YEAR STOR S 2 f 3 I 198 DALE STREET, NORTH ANDOVER, 2022-03-03 POS Type 11124-hr 2 year Rainfall 3.79" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sln 02248 C 2022 H droCAD Software Solutions LLC Pa e 7 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment Pl: FLOW TO INFILTRATION Runoff Area=5,444 sf 51.25% Impervious Runoff❑epth>1.39" Tc=6.0 min CN=80 Runoff=0.20 cfs 632 cf Subcatchment P2: FLOW TO BACK OF Runoff Area=2,486 sf 0.00% Impervious Runoff Depth>9.44" Flow Length=50' Slope=0.0500 '1' Tc=6.0 min CN=61 Runoff=0.02 cfs 91 cf Pond 1 Pr SUBSURFACE STRUCTURE Peak Elev=94.11' Storage=174 cf Inflow=0.20 cfs 632 cf Discarded=0.03 cfs 632 cf Primary=0.00 cfs 0 cf Outflow=0.03 cfs 632 cf Pond SP2: SUM POND -BACK OF PROPERTY Inflow=0.02 cfs 91 cf Primary=0.02 cfs 91 cf Total Runoff Area� 7,930 sf Runoff Volume= 723 cf Average Runoff Depth = 1.09" 64.82% Pervious = 5,140 sf 35.18% Impervious = 2,790 sf 198 DALE STREET, NORTH ANDOVER, 2022-03-03 POS Type 11124-hr 2 year Rainfa11=3.19" Prepared by Ranger Engineering Group, Inc.. Printed 318/2022 H droCADO 10.10-7b sln 02248 @ 2022 H droCAD Software Solutions LLC Pa e 8 Summary for Subcatchment Pl: FLOW TO INFILTRATION STRUCTURE Runoff -- 0.20 cfs a@ 12.10 hrs, Volume= 632 cf, Depths 1.39" Routed to Pond 1 P : SUBSURFACE STRUCTURE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year Rainfall=3.19" Areas CN Description 13400 98 Paved parking, HSG B 11390 98 Unconnected roofs, HSG B 21654 61 >75% Grass cover, Good, HSG B 51444 80 Weighted Average 21654 48.75% Pervious Area 21790 51.25% 1 mpervious Area I,390 49.82% Unconnected Tc Length Slope Velocity Capacity Description min) (feet) ( 6.0 Direct Entry, FLOW To INFILTRATOR Subcatchment Pl: FLOUR TO INFILTRATION STRUCTURE Hydrograph 0.22:� p Runoff 0.21 0.20 cfs 0.2�� � 0.197Y ji 0.171 r a C a.16T= 0.15 r1- a f f i reWEEK I ❑.14 �., 0.13 n- 3 a.12- .� a.11 � ./ o 0.1 no Dpf,- � U- 0.09. —T—C—:=6L ow I 0.oa 0.07 -�--- - k 0.06-E 0.os-/ o.o4- 0.03 0.02- { 0.01: W IV-ZI14 r 6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 26 21 22 23 24 Time (hours) 198 DALE STREET, NORTH ANDOVER, 2922-03-93 POS Tye 11124-hr 2 year Rainfall=3.19" Prepared by Ranger Engineering Group, Inc., Printed 3/8/2022 H droCADO 10.1 0-7b sin 02248 ©2022 H droCAD Software Solutions LLC Pa e 9 Summary for Subcatchment P2: FLOW TO BACK OF PROPERTY Runoff -- 0.02 cfs @ 12.13 hrs, Volume= 91 cf, Depths 0.44" Routed to Pond SP2 : SUM POND - BACK OF PROPERTY Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year Rainfall=3.19" Areas CN Description 21486 61 >75% Grass cover, Good, HSG B 21486 100.00% Pervious Area Tc Length Slope Velocity capacity Description (min) cfs 4.0 50 0.0500 0.21 Sheet Flow, FLOW OVER GRASS Grass: Short n= 0.150 P2= 3.12" 2.0 Direct Ent 6.0 50 Total Subcatchment P2: FLOW TO BACK OF PROPERTY Hydrograph D.D19= 0 Runoff 0.018 0.02 ef$ 0.017 e 1Wm r ea 0.01 fi'/ --� _ 0.015-� mall "t .. 0.0141 ff-,kr a- - 4 -sf - ' D.013 l ............ 0.012 u o �,,,- Cf - ------- w0.011 N � . � 0.01- PW 4 0.Do9= t� L. -n t 0.008--- 0.007-� ' ' -01111 0 5-0 ............ 0.006 090 0.005- C. ❑.004 0.003- 0.002= 0.001 0r .�. . r, r r r � r , ...:.:.r . . . .rs . � ' 0 1 2 3 4 5 fi 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 198 DALE STREET, NORTH AN DOVER, 2022-03-03 POS Type III 24-hr 2 year Rainfall=3.19" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.1 0-7b sln 02248 @ 2022 H droCA❑ Software Solutions LLC Pa e 10 Summary for Pond 'I P: SUBSURFACE STRUCTURE Inflow Area = 5,444 sf, 51.25% Impervious, Inflow Depth > 1.39" for 2 year event Inflow - 0.20 cfs @ 12.10 hrs, Volume= 532 cf Outflow - 0.03 cfs a@ 11.90 hrs, Volume= 532 cf, Atten= 83%, Lag= 0.0 min Discarded = 0.03 cfs a@ 11.90 hrs, Volume= 532 cf Primary -- 0.00 cfs a@ 0.00 hrs, Volume= 0 cf Routed to Pond SP2 : SUM POND - BACK OF PROPERTY Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 94.11' a@ 12.51 hrs Surf.Area= 180 sf Storage= 174 cf Flood Elev= 98.00' Surf.Area= 180 sf Storage= 558 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 33.2 min ( 875.5 - 842.3 ) Volume Invert Avail.Stora e Storage Description #1 92.50' 197 cf 10.00'W x 18.001 x 5.50'H Prismatoid 990 cf Overall - 499 cf Embedded = 491 cf x 40.0% Voids #2 93.00' 371 cf Shea Leaching Chamber 4x4x4 x 8 Inside#1 Inside= 42.2"W x 45.0"H => 13.25 sf x 3.50'L = 45.4 cf outside= 54.0"W x 51.0"H => 15.58 sf x 4.001 = 52.3 cf 8 Chambers in 2 Rows 558 cf Total Available Storage Device Routing Invert outlet Devices #1 Primary 95.50' 8.0" Round Culvert L= 30.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 95.50' l 95.00' S= 0.0157 '1' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 1 95.50' 6.0" Horiz. Orifice/Grate C= 0.500 Limited to weir flow at low heads #3 Discarded 92.50' 8.270 inlhr Exfiltration over Surface area Discarded outFlow Max=0.03 cfs a@ 11.90 hrs HW=92.50' (Free Discharge) 't--•3=Exfiltration (Exfiltration Controls 0.03 cfs) Primary outFlow Max=0.00 cfs a@ 0.00 hrs HW=92.50' TW=0.00' (Dynamic Tailwater) 't--10-Culvert ( Controls 0.00 cfs) 't --2=orificelGrate ( Controls 0.00 cfs) 198 DALE STREET, NORTH ANDOVER, 2022-03-03 POS Type 11124-hr 2 year Rainfa11=3.19" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sln 02248 0 2022 H droCA❑ Software Solutions LLC Pa Pond 1 P: SUBSURFACE STRUCTURE Hydrograph D inflow 0.20 cfS 0 Outflow r �Discarded 0.22-' � Primary 0.21 E-1 l ❑.2-� Nf a.19: y ❑.18� LC a.17-- ~M a.15- u 0.14- 0.13 of w 0.12- 0 a.11- 0.1 u" 9.09-, G as 0.08-- 0.07 .............................. 0.03 ds 0.06-� 0.05� 0.03 cfs W Y .. ............. n,✓ 0❑ 0.03-' r 0.02- 0.10.00 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 138 DALE STREET, NORTH ANDOVER, 2022-03-03 POS Type Ill 24-hr 2 year Rainfall=3.19" Prepared by Ranger Engineering Croup, Inc.. Printed 318/2022 H droCADO 10.10-7b sln 02248 @ 2022 H droCAD Software Solutions LLC Pa e 12 Summary for Pend SP2: SUM POND - BACK OF PROPERTY Inflow Area 7,930 sf, 35.18% Impervious, Inflow Depth > 0.14" for 2 year event Inflow - 0.02 cfs a@ 12.13 hrs, Volume= 91 cf Primary - 0.02 cfs a@ 12.13 hrs, Volume- 91 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt- 0.05 hrs Pond SP2: SUM POND - BACK OF PROPERTY Hydrograph Inflow 0.019-= 0..02 cfs 0 Primary 0.018- At'-' wpm �.4��s 0.017- R. o.a161' rntl 0.015 ❑.0141 ❑.013- lnl ❑.0121 4 0.011 ❑.01 .n- a 0.009— ............... LL 0.008 =; 0.007- 0ro06--- 0.005- ❑.004 ❑.003- ... .. . .... ... ........ .... a ..... ...........: 0.00 a .....:...: 0,001 0` rrrr�r r r. ... .. �rrrr,rr r�r . �r.rr� rrr�rrrr� r.r�r.r r rrjrrr �.rrr rrrr�r.rr�rrr r�.rrr 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) RANGER ENGINEERING GROUP, INC. STORMWATER MANAGEMENT REPORT POST DE ELOP ENT DRAINA E YEAR STOR a 198 DALE STREET, NORTH AN DOVER, 2022-03-03 PO Type 11124-hr 10 year Rainfall=5.04" Prepared by Ranger Engineering Group, Inc.. Printed 31812022 H droCADO 10.10-7b sin 02248 @ 2022 H droCAD Software Solutions LLC Pa Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn--Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment P1; FLOW TO INFILTRATION Runoff Area=5,444 sf 51.25% Impervious Runoff Depth>2.93" Tc=6.0 min CN=80 Runoff=0.42 cfs 1,327 cf Subcatchment P2. FLOW TO BACK OF Runoff Area=2,486 sf 0.00% Impervious Runoff Depth>1.39" Flow Length=50' Slope=0.0500 '1' Tc=6.0 min CN=61 Runoff=0.08 cfs 288 cf Pond 1P: SUBSURFACE STRUCTURE Peak Elev=96.56' Storage=478 cf Inflow=0.42 cfs 1,327 cf Discarded=0.03 cfs 1,267 cf Primary=0.08 cfs 60 cf Outflow=0.12 cfs 1,327 cf Pond SP2: SUM POND - BACK OF PROPERTY Inflow=0.11 cfs 349 cf Prim ary=0.11 cfs 349 cf Total Runoff Area� 7,930 sf Runoff Volume= 1,615 cf Average Runoff Depth = 2.44" 64.82% Pervious = 5,140 sf 35.18% Impervious � 2,790 sf 198 DALE STREET, NORTH ANDOVER, 2022-03-03 PO Tye ///24-hr 70 year Rainfall s.n4„ Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sin 02248 @ 2022 H droCAD Software Solutions LLC Pa e 14 Summary for Subcatchment Pl w FLOW TO INFILTRATION STRUCTURE Runoff -- 0.42 cfs a@ 12.09 hrs, Volume= 1,327 cf, Depths 2.93" Routed to Pond 1 P : SUBSURFACE STRUCTURE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year Rainfall=5.04" Area (sD CN Description 11400 98 Paved parking, HSG B 11390 98 Unconnected roofs, HSC B 21654 61 >75% Crass cover, Good, H SG B 51444 80 Weighted Average 21654 48.75% Pervious Area 21790 51.25% Impervious Area 11390 49.82% Unconnected Tc Length Slope Velocity Capacity Description (min) ftlsec) (cfs 6.0 Direct Entry, FLOW TO INFILTRATOR Subcatchment Pl: FLOW TO INFILTRATION STRUCTURE Hydrograph 0.46- C Runoff ❑.44 0.4 2 cis 0.42 - ❑r4 w� 0.38p/ 0.36 0.34 Sf I 0.32� 4 4 0.3- 0.26- -� R 0.24 Ul l U _3 .. o ❑.22- 0.2 / �c Tn o. a_/ 80F 0.16- / 0.14 0.12-/ 0.1 0.08 0.06-/ 0.04� 0. 2- F ❑ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 198 DALE STREET, NORTH ANDOVER, 2022-03-03 PO Type 11124-hr 10 year Rainfall=5.04" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.1 0-7b sln 02248 0 2022 H droCAD Software Solutions LLC Pa Summary for Subcatchment P2: FLOW TO BACK OF PROPERTY Runoff - 0.08 cfs a@ 12,10 hrs, Volume= 288 cf, Depths 1.39" Routed to Pond SP2 : SUM POND - BACK OF PROPERTY Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt 0.05 hrs Type III 24-hr 10 year Rai nfall=5.04" Areas CN Description 21486 61 >75% Grass cover, Good, HSG B 21486 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) ftlft) (ft/sec) ( 4.0 50 0.0500 0.21 Sheet Flow, FLOW OVER GRASS Grass: Short n= 0.150 P2= 3.12" 2.0 Direct Ent 6.0 50 Total Subcatchment P2: FLOW TO BACK OF PROPERTY Hydrograph 0.09 D Runoff 0.08 cfs 0.085- 0.08- ype fiWzj-1n.r 0.075- in 4� ......... ! f: 0.07-- 0.055 W L o r a S 0.06 t fu .� o.o55- CA 0.050 .......... o.o45= o L n � ; 0.04 ............. 0.035- -0 0.03 0.025 C ...... .. 0.02 . of 0.015=. f 1 0.01 ........:.:.... r 0.005 �^ 4 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 '24 Time (hours) 108 DALE STREET, NORTH AN DOVER, 2022-03-03 PO Type /// 24-hr 10 year Rainfall=5.04►► Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sin 02248 @ 2022 H droCAD Software Solutions LLC Pa e 16 Summary for Pond 1P: SUBSURFACE STRUCTURE Inflow Area = 5,444 sf, 51.25% Impervious, Inflow Depth > 2.93" for 10 year event Inflow - 0.42 cfs. @ 12.09 hrs, Vol u m e= 1,327 cf Outflow -- 0.12 cfs @ 12.51 hrs, Volume- 1,327 cf, Atten= 73%, Lag= 25.2 min Discarded = 0.03 cfs @ 11.70 hrs, Volume= 1,267 cf Primary - 0.08 cfs @ 12.51 hrs, Volume= 60 cf Routed to Pond SP2 : SUM POND - SACK OF PROPERTY Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 96.56' @ 12.51 hrs Surf.Area= 180 sf Storage= 478 cf Flood Elev= 98.00' Surf.Area= 180 sf Storage= 568 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 113.2 min ( 934.1 - 820.9 ) Volume Invert Avail.Stora e Storage Description #1 92.50' 197 cf 10r00'W x 18.001 x 5.50'H Prismatoid 990 cf Overall - 499 cf Embedded = 491 cf x 40.0% Voids #2 93.00' 371 cf Shea Leaching Chamber 4x4x4 x 8 Inside#1 Inside= 42.2"W x 45.0"H => 13.25 sf x 3.501 = 46.4 cf outside= 54.0"W x 51.0"H => 15.58 sf x 4.00'L = 62.3 cf 8 Chambers in 2 Rows 568 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 95.50' 8.0" Round Culvert L= 30.0' C P P, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 95.50' / 95.00' S= 0.0167 '1' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 1 96.50' 6.0" Horiz. orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 92.50' 8.270 inlhr Exfiltration over Surface area Discarded outFlow Max=0.03 cfs @ 11.70 hrs HW=92.62' (Free Discharge) 't --3�Exfiltration (Exfiltration Controls 0.03 cfs) Primary outFlow Max=0.07 cfs @ 12.51 hrs HW=96.56' TW=0.00' (Dynamic Tailwater) t--1=Culvert (Passes 0.07 cfs of 1.43 cfs potential flow) t--2�Orif ice/G rate (Weir Controls 0.07 cfs @ 0.79 fps) F 198 DALE STREET, NORTH ANDOVER, 2022-03-03 PO Type 11124-hr 10 year Rainfall=5.04" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sln 02248 0 2022 H droCAD Software Solutions LLC Pa Pond 1 P: SUBSURFACE STRUCTURE Hydrograph p Inflow 0.4z ds El Outflow El Discarded n oJW Areaib S El Primary 0.45- 0.4- i 0.35-- r e7l e-'a 0.3- 0.25-- FL 0.2- 0.12 GfS' : r 0.15 ry 0. 0.08 -r 0.05 o �.���.��. �. A. II I�„ ��,���� ��.� � f- as .� Iso 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 198 DALE STREET, NORTH AN DOVER, 2022-03-03 Po hype 11124-hr 10 year Rainfall 5.04" Prepared by Ranger Engineering Group, Inc.. Printed 3/812022 H droCADO 10.10-7b sln 02248 U 2022 H droCAD Software Solutions LLC Pa e 18 Summary for Pond SP2w SUM POND - BACK OF PROPERTY Inflow Area = 7,930 sf, 35.18% Impervious, Inflow Depth > 0.53" for 10 year event ' I nflow - 0.11 cfs @ 12.51 hrs, Volume= 349 cf Primary - 0.11 cfs @ 12.51 hrs, Volume= 349 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond SP2: SUM POND - BACK OF PROPERTY Hydrograph El Inflow p.115 Q.1 cis. C7 Primary 0.11 _ - 0.11crs `` ..wr 0.105� _ + -------- -- 0.1 0.095-� ❑.09w 0.085� 0.08- ^ 0.075- m 0.071 .......... 4-0.065-- 0.06 3 0.0551 `rc �- 0.05- `= � :; 0.045 0.04-- 0.035-1 0.03� 0.025. 0.02. 0.015 ❑❑1 7- 0 005. -- 0 ..��...t..r .. r r r r . rr�. rr�... .r r r.. ...�.... r r fir...�...r� '.r.r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) RANGER ENGINEERING GROUP, INC. STGRMWATER MANAGEMENT REPORT POST DE ELOP ENT DRAINA E YEAR STO R 198 DALE STREET, NORTH ANDOVER, 2022-03-03 PO Type /1/24-hr 25 year Rainfall=6.20►► Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sln 02248 0 2022 H droCAD Software Solutions LLC Pa Time span=0.00-24.00 hrs, dt 0.08 hrs, 481 points Runoff by SCS TR-20 method, UHSCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment PI: FLOW TO INFILTRATION Runoff Area=5,444 sf 51.25% Impervious Runoff Depth>3.96" Tc=6.0 min CN=80 Runoff=0.57 cfs 1,796 cf Subcatchment P2: FLOW TO BACK OF Runoff Area=2,486 sf 0.00% Impervious Runoff Depth>2.14" Flow Length=50' Slope=0.0500 `I' Tc=6.0 min CN=61 Runoff=0.14 cfs 443 cf Pond 1P: SUBSURFACE STRUCTURE Peak Elev=96.65' Storage=488 cf Inflow=0.57 cfs 1,796 cf Discarded=0.03 cfs 1,454 cf Primary=0.29 cfs 342 cf Outflow=0.32 cfs 1,796 cf Pond SP2: SUM POND - BACK OF PROPERTY Inflow=0.37 cfs 785 cf Primary=0.37 cfs 785 cf Total Runoff Area= 7,930 sf Runoff Volume= 2,239 cf Average Runoff Depth = 3.39" 64.82% Pervious = 6,140 sf 35.18% Impervious = 2,790 sf 198 DALE STREET, NORTH ANDOVER, 2022-03-03 PO Type 11124-hr 25 year Rainfall 6.2D" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sln 02248 0 2022 H droCAD Software Solutions LLC Pa e 20 Summary for Subcatchment PI: FLOW TO INFILTRATION STRUCTURE Runoff -- 0.57 cfs a@ 12.09 hrs, Volume= 1,796 cf, Depths 3.96" Routed to Pond 1 P : SUBSURFACE STRUCTURE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 25 year Rainfall=6.20" Area (sD C N Description 11400 98 Paved parking, HSG B 11390 98 Unconnected roofs, HSG B 21654 61 >75% Grass cover, Good, HSG B 51444 80 Weighted Average 21654 48.75% Pervious Area 21790 51.25% Impervious Area 11390 49.82% Unconnected Tc Length Slope Velocity Capacity Description (min) 6.0 Direct Entry, FLOW TO INFILTRATOR Subcatchment Pl: FLOW TO INFILTRATION STRUCTURE Hydrograph ❑.6 El Runoff 0.57 cfs 0.55 24"'h Y 0.5- 5 , a r R i nf a 1= 0 ------------ ❑.45- RU of1 fAr a 5F4 4 f 0.4- 1 Ru o f Vo Ju - 9 5 c 4-10.35-� ...... ........... ii b- >1 a 0.3- :Tc�6- m >3 a . ....... 0.25 0.2 0.15- 0.05-= 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) { 198 DALE STREET, NORTH ANDOVER, 2022-03-03 PO Type 11124-fir 25 year Rainfall=6.20" Prepared by Ranger Engineering Group, Inc.. Printed 3/812022 H droCADO 10.10-7b sln 02248 C 2022 H droCAD Software Solutions LLC Pa e 21 Summary for Subcatchment P2: FLOW TO BACK OF PROPERTY Runoff 0.14 cfs a@ 12.10 hrs, Volume= 443 cf, Depths 2.14" Routed to Pond SP2 : SUM POND - BACK OF PROPERTY Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-h r 25 year Rai nfall=6.20" Areas CN Description 21486 61 >75% Grass cover, Good, HSG B 21486 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) ftlft) (ft/sec) ( 4.0 50 0.0500 0.21 Sheet Flow, FLOW OVER GRASS Grass: Short n= 0.150 P2= 3.12" 2.0 Direct Ent 6.0 50 Total Subcatchment P2: FLOW TO BACK OF PROPERTY Hydrograph r 0.15-f C Runoff 0.14 4.14 Cis fy 0.13� e 110 0.12 25 ear Rainfailmom . o' 0.11 W Sf] o f 4A 0.09 � 0.08: ' U off D t >2V01 .......... 6 0.07 Aff - 0.06 � 050 0.06- 0.04- TC= MI I 0.03 f N 61 0.02- 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 198 DALE STREET, NORTH ANDOVER, 2022-03-03 Po Tye !ll 24-hr 25 year Rainfall=6.20" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sln 02248 0 2022 H droCA❑ Software Solutions LLC Pa e 22 Summary for Pond I P: SUBSURFACE STRUCTURE Inflow Area = 5,444 sf, 51.25% Impervious, Inflow Depth > 3.96" for 25 year event 1 nflow - 0.57 cfs @a 12.09 hrs, Volume= 1,796 cf Outflow - 0.32 cfs @a 12.24 hrs, Volume= 1,796 cf, Atten= 43%, Lag= 9.2 min Discarded = 0.03 cfs a@ 11.45 hrs, Volume= 1,454 cf Primary - 0.29 cfs a@ 12.24 hrs, Volume= 342 cf Routed to Pond SP2 : SUM POND - BACK OF PROPERTY Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 96.65' a@ 12.24 hrs Surf.Area= 180 sf Storage= 488 cf Flood Elev= 98.00' Surf.Area= 180 sf Storage= 568 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 99.4 min ( 911.7 - 812.3 ) Volume Invert Avail.Stora e Storage Description #1 92.50' 197 cf 10.00'W x 18.001 x 5.50'H Prismatoid 990 cf Overall -499 cf Embedded = 491 cf x 40.0% Voids #2 93.00' 371 cf Shea Leaching Chamber 4x4x4 x 8 Inside#1 Inside= 42.2"W x 45.0"H => 13.25 sf x 3.501 = 46.4 cf Outside= 54.0"W x 51.0"H => 15.58 sf x 4.001 = 62.3 cf 8 Chambers in 2 Rows 568 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 95.50' 8.0" Round Culvert L= 30.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 95.50'195.00' S= 0.0167 'l' Cc- 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 1 96.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 92.50' 8.270 inlhr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs a@ 11.45 hrs HW=92.57' (Free Discharge) " ---3�Exfiltration (Exfiltration Controls 0.03 cfs) Primary outFlow Max=0.28 cfs a@ 12.24 hrs HW=96.64' TW=0.00' (Dynamic Tailwater) 't--l=Culvert (Passes 0.28 cfs of 1.51 cfs potential flow) J�--2=orificelGrate (Weir Controls 0.28 cfs a@ 1.24 fps) 198 DALE STREET, NORTH ANDOVER, 2022-03-03 Po Type III 24-hr 25 year Rainfall 6.20" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCAD® 10.1 0-7b sln 02248 0 2022 H droCAD Software Solutions LLC Pa e 23 Pond 1 P: SUBSURFACE STRUCTURE Hydrograph Inflow {1.57 cfs Outflow Int"10W A e�a 5 444 s Discarded r T Primary 0.6- - �-� ULM �96 0.55- r; JIL 0.5- .............IM-M.. 0.45- ................ .......... 0 32 cfs 0.4- ' 0.35- 4.29 cfs 3 0.3- = 0.25- ❑.2- M 0.1 5" 1. r 0.05- w.r nn �- 0— '414 Opole'414r r srr rsr rrrr rrr r r : �. it r r rr r:rr rr rr rr rrr r r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 198 DALE STREET, NORTH ANDOVER, 2022-03-83 PO Type ///24-hr 25 year Rainfall=6.20" Prepared by Ranger Engineering Croup, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sln 02248 @ 2022 H droCAD Software Solutions LLC Pa e 24 Summary for Pond SP2: SUM POND - BACK OF PROPERTY Inflow Area = 7,930 sf, 35.18% Impervious, Inflow Depth > 1.19" for 25 year event I nflow - 0.37 cfs a@ 12.24 hrs, Volume= 785 cf Primary - 0.37 cfs @ 12.24 hrs, Volume= 785 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond SP2: SUM POND - BACK OF PROPERTY Hydrograph El Inflow 0.4 0.37 cfs C]Primary 0.38 A ir �� ...�........................ ��$ g! �mmi 0.36-' ❑.34- ❑.32- 0.3- =M 0.28- 0.26- �., 0.24 w 0.22- ❑.2' wti r 0.18� 0.16 ❑.147 0.12.. 0.1- K 0.08 0.06- x 0.0 00 ......:..::. OPOF 0- .r rr 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) RANGER ENGINEERING GROUP, INC. STORMWATER MANAGEMENT REPORT POST DE ELOP ENT DRAINA E YEAR STOR 198 DALE STREET, NORTH ANDOVER, 2022-03-03 P Type 11124-hr 100 Year Rainfall=7.99" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sln 02248 @ 2022 H droCAD Software Solutions LLC Pa e 25 Time span=0.00-24.00 hrs, dt 0.05 hrs, 481 points Runoff by SCS TR--20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchmeint P1: FLOW TO INFILTRATION Runoff Area=5,444 sf 51.25% Impervious Runoff Depth>5.61" Tc=6.0 min CN=80 Runoff=0.79 cfs 2,546 cf Subcatchment P2: FLOW TO BACK OF Runoff Area=2,486 sf 0.00% Impervious Runoff❑epth>3.43" Flow Length=50' Slope=0.0500 7' Tc=6.0 min CN=61 Runoff=0.22 cfs 711 cf Pond 1 P: SUBSURFACE STRUCTURE Peak Elev=97.21' Storage=512 cf I of low=0.79 cfs 2,546 cf Discarded=0.03 cfs 1,703 cf Primary=0.83 cfs 845 cf outflow=0.86 cfs 2,548 cf Pond SP2: SUM POND - BACK OF PROPERTY Inflow=1.04 cfs 1,556 cf Prim ary=1.04 cfs 1,556 cf Total Runoff Area= 7,930 sf Runoff Volume= 3,257 cf Average Runoff Depth = 4.93" 64.82% Pervious = 5,140 sf 35.18% Impervious = 2,790 sf 198 DALE STREET, NORTH ANDOVER, 2022-03-03 P Type Ill 24-hr 100 Year Rainfall 7.99" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b sln 02248 @ 2022 H droCAD Software Solutions LLC Pa e 25 Summary for Subcatchment PSI: FLOW TO INFILTRATION STRUCTURE Runoff 0.79 cfs @ 12.09 hrs, Volume= 2,546 cf, Depths 5.51" Routed to Pond 1 P : SUBSURFACE STRUCTURE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.99" Areas CN Description 11400 98 Paved parking, HSG B 11390 98 Unconnected roofs, HSG B 21854 81 >75% Grass cover, Good, HSG B 51444 80 Weighted Average 21854 48.75% Pervious Area 21790 51.25% Impervious Area 11390 49.82% Unconnected Tc Length Slope Velocity Capacity Description (min) ftlft) (ft/sec) ( 5.0 Direct Entry, FLOW TO INFILTRATOR Subcatchment P1: FLOW TO INFILTRATION STRUCTURE Hydrograph 0 85 � C]Runoff 0.79 ds e lit- 0.75- Typ 0.7- r c _n a 0.65 Ra 0.6 o f 101 a-- ►4 4 0.554F # -U__ f V�Iu 3 � o N 0.5-/ 3 0.45- o f e �t _1 ° 0.4 .................. � 0.35�� ❑.3- . ..............................................8-0 .... 0.25- by . 0.2-- 0.15 0.1 � 0.05-' p ❑"" .. ... fir.:rl.rr. njj rr 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 198 DALE STREET, NORTH ANDOVER, 2022-03-03 P Type /1/24-hr 104 Year Rainfall 7'.99" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.1 0-7b sln 02248 @ 2022 H droCAD Software Solutions LLC Pa e 27 Summary for Subcatchment P2: FLOW TO BACK OF PROPERTY Runoff - 0.22 cfs a@ 12.10 hrs, Volume= 711 cf, Depths 3.43" Routed to Pond SP2 : SUM POND - BACK OF PROPERTY Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 100 Year Rainfall=7.99" Area (so CN Description 21486 61 >75% Grass cover, Good, HSG B 21486 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) 4.0 50 0.0500 0.21 Sheet Flow, FLOW OVER GRASS Grass: Short n= 0.150 P2= 3.1 2" 2.0 Direct Ent 6.0 50 Total Subcatchment P2: FLOW TO BACK OF PROPERTY Hydrograph 0.24 RunoffQ.23 :/ P' 0.22 cfs 0.22 4 0.21 0.2 0.19-' 0.18- f 1 k 416 0.17 0.16: - ❑.15- 0.14- _ - - - 3 0.12-- .—F jo u. 0.1 0.1: 0.08 0.07= -02.6ow 11111 0.06- 0.05 0.04--� 0.03-' G 0.02-- 0.01 ..:...:: .. 01. .:.. ... .:.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 198 DALE STREET, NORTH AN DOVER, 2022-03-03 P Type /I/24-hr 100 Year Rainfall=7.99►► Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.10-7b s/n 02248 0 2022 H droCAD Software Solutions LLC Pa e 28 Summary for Pond 1 P: SUBSURFACE STRUCTURE Inflow Area = 5,444 sf, 51.25% Impervious, Inflow Depth > 5.61" for 100 Year event Inflow - 0.79 cfs @ 12.09 hrs, Volume- 2,546 cf Outflow - 0.86 cfs a@ 12.12 hrs, Volume- 2,548 cf, Atten- 0%, Lag= 1.7 min Discarded = 0.03 cfs a@ 10.95 hrs, Volume- 1,703 cf Primary - 0.83 cfs a@ 12.12 hrs, Volume- 845 cf Routed to Pond SP2 : SUM POND - BACK OF PROPERTY Routing by Dyn-Stor-Ind method, Time Span- 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 97.21' a@ 12.12 hrs Surf.Area= 180 sf Storage= 512 cf Flood Elev= 98.00' Surf.Area= 180 sf Storage- 568 cf Plug-Flow detention time- (not calculated: outflow precedes inflow) Center-of-Mass det. time= 85.1 min ( 887.5 - 802.4 ) Volume I nvert Avail.Stora e Storage Description #1 92.50' 197 cf 10.00'WU x 18.001 x 5.50'H Prismatoid 990 cf Overall - 499 cf Embedded - 491 cf x 40.0% Voids #2 93.00' 371 cf Shea Leaching Chamber 4x4x4 x 8 Inside#1 Inside= 42.2"W x 45.0"H -> 13.25 sf x 3.501 ; 46.4 cf Outside= 54.0"W x 51.0"H => 15.58 sf x 4.00'L = 62.3 cf 8 Chambers in 2 Rows 568 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 95.50' 8.0" Round Culvert L- 30.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 95.50' 195.00' S= 0.0167 '1' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 1 96.50' 6.0" Horiz. orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 92.50' 8.270 inlhr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs a@ 10.95 hrs HW=92.56' (Free Discharge) 't -3=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.73 cfs a@ 12.12 hrs HW=97.09' TW-0.00' (Dynamic Tailwater) A�-' =Culvert (Passes 0.73 cfs of 1.88 cfs potential flow) t-2=Orifice/Grate (Orifice Controls 0.73 cfs a@ 3.70 fps) 198 [SALE STREET, NORTH ANDOVER, 2022-03-03 P Type /// 24-hr 100 Year Rainfall 7'.99" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCADO 10.1 0-7b sin 02248 @ 2022 H droCAD Software Solutions LLC Pa e 29 Pond I P: SUBSURFACE STRUCTURE Hydrograph El Inflow El ........................14 .6 rl A A .... Outflow o...,..g6 cfs ®Discarded A� 0 1- cfs 0.95-� Primary 0.9e' tlk- 70 JI 0,83 cfs ❑.85- 0.8- 464 - 0.75- 4t ,N 0.7- w 0.65-- 0.6- 0.55- ❑.5-: 0.45: u_ 0.4- 0.35-- 0.3: - 0.25- _ :ter �.�3 ✓ 0.1 or 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 198 DALE STREET, NORTH ANDOVER, 2022-03-03 P Type III 24-hr 190 Year Rainfall=7.99" Prepared by Ranger Engineering Group, Inc.. Printed 3/8/2022 H droCAD® 10.1 0-7b sln 02248 @ 2022 H droCAD Software Solutions LLC Pa e 30 Summary for Pond SP2: SUM POND - BACK OF PROPERTY Inflow Area 7,930 sf, 35.18% Impervious, Inflow Depth > 2.35" for 100 Year event I nflow - 1.04 cfs a@ 12.12 hrs, Volume= 1,556 cf Primary - 1.04 cfs @ 12.12 hrs, Volume= 1,555 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond SP2: SUM POND - BACK OF PROPERTY Hydrograph El Inflow 1.04 dsI C1 Primary n toAe =799 -� ,.4 ds .............. .......... ........... ... ......... hw: v w�^ 3 n 0 =N C 190 i�.VW ��-Oex re. .WM6! n�z z M-M- Vw r .. .' 9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 29 21 22 23 24 Time (hours) RANGER ENGINEERING GROUP, INC. STORMWATER MANAGEMENT REPORT APS RAINFALL FREQUENCY CHART SCS SOILS PRE AND POST DE ELOP ENT PLAN 1.a.DU.iar PD S-based. point pre cipitaflon frequency estim ates, with 9:0% confidence ;interval-s, (In inches) ............. Average racy rrence interval (years) ...................J Duradofl: 1 IF 2, _I 5 F 1,0 IF 25 ----1[ 50 1 100 GO 5 10 5-m-i I n -0.310 0.3710 0.469 0.5510 0.663 01.748 0.036 0.9:34 I.OT 1.1191 (02:�44-0_38 j',G,.291-G_458'i '0.367-0�5631) -0-.429-0-688) -G.499-0_864) '0,-551-0�995,:i (0-:-D9.rD-,1-1,5.'I (0.631-11-321 (G-697-:157"I (01.752-1-78' ------------- .011.68- 10-min 0.440 01.525 0.6-64 0.7810 0.939 1.06 1.10 1.32 `0.346-G.'"43' '0.413-0--649) (G.'520-0-3241 'G.60-7-0-9-3) '0.7r,.17-1221 '178,C.1-141) '0_8405-1-634) (G�894-1_6771 G 9 3-7-2,�22 3' ►1_07-2.52' :0.5,17 01.617 GJ31 01-917 1.10 1.25 1.39 1.56 1.79, 1.98. 15-min (0.407-0,_639) G.4 8 6-0,_76.3-4-) 1"'G.6-12-0-9 7 0'1 1i0 115--1-15)1 (0;_83 1-`1_421VI '0_918-1_6561 (0_994-1-_92) (1-0:5-22-21C11 11-16-2-6- (1 2)5 2.96) .0.712 0.250 I-N 1.26 1.52 1.72 MZ_ 2.14 2.47 273 30-min 7-9 rr"I "145-3.031 (1_60-3-6 1) `1� 73-4_08) (0.560-0-8779) wO.668-1-05') G.2343-1-34) �,01_934-11_58'i �Al 1:5-1.9 3'1 1'1-26-2-26"1 j,'A 3. -_3:5 1, .................................. ............------- 60-min .084 .9,4 2.19 2.44 2.73 3.14 3.48- ti �G.713-1_12') (G.3:5 1-1_34't 1�1_07-170) 1.�2 511,-2)-0 1 t,146-2-53) �1.61-2-9 1) iIL74-3-361 0-85-3-861 t2�044_6 13t (2.20-5-20) .......... 2-h r 1.17 1.40 1.79, .2.11 2.56 2.39 3.24 :3.66 4.30 4.85. 0 26-1.4, ;1_11-1.72i 1 42-22-2 1 'j-66-2-62" `1_94-3_33) i,��'2-15-3,-wS 4) '-2-35-4-491 2 4 8-5 A 5) 3-08J-20) .................... 3-hr 1.35 1.6a 2.09 2.47 3.00 3.38 3.81 4.32 5.12 111.30-1-99 1: 6 6-�-5 7 t"'I_95)-3.05*11 1 22_2'%9-3.8 9 -2,5 4-4-5 M 1"-2171 8-5-28) -194-6.061 )3_34-7.43) I,3_69-9_60) 1.72 Mgt 2.70 3.21 _13.90 4.41. 4.97 5.67 6.75 7.69. 6-hr ' ` 5 " ( ' 33 * " 5 ' '10150 ( 3 " (3 7 ' ' 1311.39-2�09 I-_692- 5 2_17_ _ C1* 1!.2.-S -3_93 -- . 413-31)-5.8Ar) I16:5-6- 1 -8 - -89) ►4.41-9-734_91-1 . 1- 12-h-r 2.17 2.65, 3.44 4.109 4.99 5.66 6.388.68 9.89. 1.76-�2_61` i,2A5-3_2'O)' 6-4-17" j'k3.29-4_99** '168-6,411 (4-31-7 '4_72-8.-7'j I --IF 'ri-70-12-4" '633-14-4� 1 4_441 i.,.Ci ,1 1'1 ........................ LS 2.56, 3.19f re 6.20 7.06 7.99 9.18 11.0 12.7 _;36_7�92'1 ('.42-9-241 (_15-96-10-9' ;6.32-12 r" -15 12-133 F. .4" 24-hr I - 1 -2 (33-43-5-06 os-6.I V, '4 11 -01 0 3_07' ;,:2.61-3_82 7� 2 7 -7) 2-day -4 4.91 5.96 7.40 .8-45 9.162 11,2 13.6, 1.5.8. 7.7 1--1:-5 2) 1 0_2-2Z'Q.'1 _C 4 _86-9,422) (6.5-5-11. 0 May 3.99 5.34 6.47 3.01 9.14 `7 10. 14.7 6' I =1�) ) (83 -16 01.1-24, (2.63 3-75) (3.32-4-73) '4,43-6-36" (5.32-7-74*"1 6..37-111 -2) (7.12-11.9.� 813-14.2) -35 -4) .......... ........... 3.43 4.29, 5.68, 6.34 .8.43 9.59 10.9 12.6 15.4 1.7.9 4-day 28746) I5807' 472- 2 S --S -7, ' 7 - T r leS8- 8.) (8 -17 (121- ) 1 55..51I, . - -0 (3«Z -5. f) ( - 6. 65 . 16- 3 j . 4- .751 - 2 Tday 4.18 5.07 6.51 7.70 9.35 10.5 11.:9; 1.3.6 161.5 1.9.0 -4 -5 "S-45-7.-69" 6 4 1-9-1.5" f7.5,1-11 7) �8_23-113_63) (MI-7-16-1 It "9-5-) 1 - :f 12-3-27-1' (3.53 _922) (4.2 6 -9 6 1 G-day 4.8-6, 5.77 7.25, 8.47 10.2 11.4 12.8 14.5 17.3 11 1-9.6 (4.121-5-70) (4-88-6-76.3' '6--10-3-53') f "12-3-28-V .7-0840-0 'Z_19-12-7 1 9 7--14 7_1,1 00-2-19-5) f 11.6-24.1 20-day 6.78 7.77' 9.41 1.all.S 12.6 14.0 15.5 -17.2 1 21.8- "I 4�22-30_7' S.-7q-7 `6�64 2 6) 1 A 0-2-15-5) f 11.G-17.6' (11.7-20,.2) 1,."12-I-2 2 9) '13-2-27 2) ......................................... 8.37 9.45 11.2 11 30-4jay 2.7 14.7 16.2 17.8 115 21.7 216 (7. �,-12_8-20_1 (13-4-22-8'-2C Q-7 0) (�S.1:-1-110 (9-53-13-0 '13-8 r 1,t I1 _*s19_8) (15_4-330) ........... ................... .5.1 a 45-day 1* 10.4 11.6 1.3.5 1 17.2 18.9 20.6 22.2 24.3 25."�7 �9 0042.0 9. -13-4 :F 11.6-151.6 1',1 22_34 7 ES) (14-0-20-8) (14-9-23-3) 1""15-5-26.V) (1:"5-8-229-3 (1 6-05-33-2) 1 6-9-36-2% . ' " 99 " 60-day 12.2 13.4 1.5.4 1.7.1- 19-A 21.2 22.9 24.5 26.6; 28.0 `11.6-15.41 (1.3.3-17-83' (14.-6- 1 Z")-8-2 O'G.6-14. 19-8" 3-3) 1t-1 6-7-275.9) 1','1 21-2 8 8) (1 7_573­27.2 el 8-0-36_l"1 1'18_3 39.0) Prewcf pi la tion freq u e noy-f P F1 estim-a ta's i n th is table are based on frequ en a n a Kr s;[�s;of partial d u ration series f P D S Num�bers fn parenthesis arta PF,estimales at I ower and upper bound,,_�of the 9OSrb GGrifidenirCe Interlial..The probabilitythat precipitation freque.ncy estlimales �fbr a given duration and average rrecurrence,inters vfill be greater than the u pper boun4 leas th an the loliti-er bound'i Iss:5%_Estim ates at u pper b,cun-ds ara not Ghewcked against Prof iable ma:in urn prec-ipitation:f PTO P.;1 es1i ma-tee and may be higher than currentl,f valjd RAP values. P1 e ass refer to N OAA Atlas 14 do cum en 11 to T m o re i n fo rm at i on. Soil Map—Essex County,Massachusetts, Northern Part 3:: Id- n 328:i80 328410 33890 328470 32a500 328530 328560 328590 328620 328650 328680 42o 4Q' 3 420 49 S3i'N S 1 ..; e N a^ ' 1 ' II gg S . I's_ lYs±xve. I. ill,Ii; �.. wm i ;5 Y rj>1 gxy, f �{ y111 I. _ I IIII ..._ ^lk° .'.�•:•. jl Y1 I i h , Y ; y A YF•a F .t" III', �� :':> �z ,w g N I k.. �� yry�i5 i� x�'' a i� 11 �• .�• + 1 e Y.. y tE 5�y , x fir: I lI S.tY I a = III ..•. ::.: ' e L. , yu r� g. e i' t... ���r,'�;. .�.. ,:.w. � ,K: IIII I IIIIIII�� '!I,lil �I �ll . � �= i•t' IIII :�;irk,:. I�II IIII ill�Il aa:.. •<4•.!' r&� wi .y � �€�,�°=�`'sd\, '3'.' `�.�5 .t:: .P' �a"�vg ��I ����li3iYl�ii' � `��`•'�:1� � F' \, ;•Y�PNSF.i 4s r � ��I t f�r. �I � �,yy'��z a F F r i 4 <� a. `,�� V li :r'.L. II!I'll�'lll F= .. .. .. ,.'...¢•Z. 1:' � .'�: _.-��`s"z !ii III. , l II I,,I 141,II ,.....�.. r .,....: -..:. •.... s. .�xw:.:€'s�':' IIII I I'!�. I I 3, I ...: -�.:::.r......yr• ., .+ I" ZZ + 3 II.I: „nSt i i, i I ,�!. ;iY•,tix',i.. ;s' 4c �.s—.i;� �:.•,��;g¢ .-;i-.�� ..�3c$n,� � I ICI I' :�[,fJ n':�' `�,?L•rl, xY., �`4'., 'i.':r\!�-�:)., l �� I I 1 I 3 �II i VF f ! •, .... ...fax.`z..... ..,.s.::,•:.Y'.,.... .,:: Y>Z -` ,:..$� q� .,..�i.._ '�,. .,.� II LL I JI i I I IIII�!I' I I'. I I , } x s i ' s I III II,li'� I ) , r.. 5 I x Jf III F 't t7' �! �� .;s � y�.,.,�. ..s4i�iiFi�°°::�• �:.;.b' ��.�t',e IIII, � � �� •�,..., it a,'��_)._ .�.-... Pic: z"€• I.I l i � Ili�,v � III' � �� � '��:q •., ' ,•� II t a III �II IIII �f.. III Ii I I' x�'W t j. ` =r: r s , , I I _ fl I VVV �1 + IIII 22 II I M.' II§ :. �.;.., .: f III >.:z.:\•z:. '� P,< to I .......:.. .:::.:...::.:::.. I�} =r. sa3 a � I., s R: a?,> •`i, , I �I �' II III 3,'• 'ti� �!. 4 d,y�a-�. �1 € ;I' �f ..aa�� -II I..,;I,I�i� r�_ :eirea`• ,^'a ..�.. z iy , 4 Y F �p r� Y I i „� �A§� aC...�,, �`r.� 3 `iI;'`es _ i::f:.•:;�x:e E��3. '},,�l�`• s Jt. xx�.. �.5•Zr .,' 3_ r Q .{.. it IjlII�II -- a�r�, Ind.apt thr= 'scale. .� Soil N1a rrta not be i ��Y�: �+.� `•I$`. IIII t� `� �' _�r, k; i§. y.. , u.l � r r r. 42°4U 47"'N \.:: 42O 4Q 47 N 328410 328440 329470 32B500 328530 328560 32B590 328M 329&90 32ffiM Map Scale:1:1,450 if printed on A landscape(11"x 8.5')§beet Meters N 0 20 ao 80 120 Feet 0 50 100 200 300 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UT'M Zone 19N WGS84 uSDA Natural Resources Web Soil Survey 3/8/2022 —�-- Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map---Essex County,Massachusetts,Northern Part MAP LEGEND MAP INFORMATION Area of Interest(A01) Spoil Area The soil surveys that comprise your AOI were mapped at 1:15,800. ----- Area of Interest(AOI) Y Stony Spat Soils Very Stony Spot Warning:Soil Map may not be valid at this scale. 3 Soil Map Unit Polygons Spot of Enlargement of maps beyond the scale of mapping can cause �k p Soil Map Unit Lines °' misunderstanding of the detail of mapping and accuracy of soil Other line placement.The maps do not show the small areas of Sail Map Unit Points Special Line Features contrasting soils that could have been shown at a more detailed .� Special Point Features scale. Blowout Water Features _ Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation Clay Spot Rails Source of Map: Natural Resources Conservation Service i I i k P Closed Depression Web Soil Survey URL: Interstate Highways Coordinate System: Web Mercator(EPSG:3857) q F Grave[Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator 3 Gravelly Spot projection,which preserves direction and shape but distorts _ Major Roads distance and area.A projection that preserves area,such as the Landfill Loco[Roads Albers equal-area conic projection,should be used if more �.. k Lava Flow accurate calculations of distance or area are required. , Background h c=ice Marsh or swamp - Aerial Photography This product is generated from the USDA NRCS certified data as of the version date(s)listed below. Mine or Quarry ` Soil Survey Area: Essex County,Massachusetts, Northern Part Miscellaneous Water Surrey Area Data: Version 17,Sep 2,2021 ;�..� Perennial Water �. s Soil map units are labeled has space allows}for map scales l::s� Rock Outcrop 1:50,000 or larger. .,. Saline Spot Date(s)aerial images were photographed: Aug 13,2020---Oct 1812020 Sandy Spat The orthophoto or other base map on which the soil lines were . Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor Sinkhole shifting of map unit boundaries may be evident. ' Slide or Slip Sodic Spot UsDA Natural Resources Web Soil Survey 3/8/2022 Conservation Service National Cooperative Soil Survey Page 2 of 3 i 30'BUILDING SETBACK 30'BUILDING SETBACK N/F N/F TAKESIAN,DANIEL TAKESIAN,DANIEL MAP 378 LOT 4 MAP 3TB LOT 4 0,94AC± 0.94ACt I N/F N/F CAROLINEPROPERSI CAROLINEPROPERSI GROSSMAN MGROS MAN MAP3TBLOT3 ] 241 ACt 2.41 A C f Z � W cAl ry `n INF.48f.Z Z r ��'S'+' WF,g9j� WFA9 ff r f,_y r WFA9 r❑3�,irY�AB� +-.+ ` ; J r:7�-✓1'F-*� ~'L J L < S VFA10 ti f� !�FA10 `�..._.�._-.' � �, ' Wf'A�o---=�• yy�,� �•._._... --' 'J SHED �' JFAS f �/ WFAd WFA.i 4d 5 _ WFA T 11 vI—�:�WFA12 •`. � `� t�t�FAli vI.-..�..=.:,0 WFAiz h _r WFAl. 25'NO DISTURB ZONE �'I 25'NO DISTURB ZONE (WETLAND BYLAW) w 1 �--�.-. r-- —so.._. .�' (YvETLAND BYLAW) NIF ..._...__......�,..P...._._...........,._ �---� `` '•:� � t`„ � DYER,GEORGE r—_...._ _.._— _ �-- � , MAP 378 LOT 5 as 50'NO BUILD ZONE 50'ND BUILD ZONE ` . (WETLAND BYLAW} `f { (WETLAND BYLAW) POOL � \ f _�. POOL , ..• r 100'BUFFER PONE 100'BUFFERZONE `• r. WTLAND BYLAW) r �`! ❑P (WETLAND ( E BYLAW) AND ' AND f - 1 _ 700'NO DISTURBANCEZONE 700'NO DISTURSANCEZONE r r0; .- (WATERSHED ZONING BYLAW) (WATERSHED ZONING BYLAW) 100.o 106 96 4rC1YC� r .ti \ �`, 4 d ti / -., � '!�i�Cirw�L �� w � ` , 97 P2 F.F.E.-103.35` F.F.E.=103.35' PROPOSED98 4 99 f. ADDITION PORCH GI'=101.0� � �--TEST PET I - - 100 fps `� .r r � •`� 4 ` - _..:.. ::... S .� •� f r`""'�J •'ilia � �� �--4.�� .. .`l'Y'""�^..r ��,"`^..,-:._• � y�3 D �rn.,...._� �`o ���XG .�._...,..1' ��-.-.--•....'r.� ,7 i:''1's.�1Fr��r_ � D3 �.�,, t e `_, _.._J � 4. 4l'19 - �. ----- ---- - 47'19"cc .•� � ���� � ram` . ,`, '• JGC F�'�";/' 1'`; ``� � —",� CC3 � CCU C08 P1 DALE STREET DAI—E S TI?EET