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HomeMy WebLinkAbout20050808 DRAINAGE REPORT FOR BELFORD CONSTRUCTION N SUN � ®Z005 DRAINAGE REPORT 249 MARBLERIDGE ROAD NORTH ANDOVER, MASSACHUSETTS PREPARED FOR: Belford Construction,Inc. 1049 Turnpike Street North Andover,MA 01845 N of R4ASS�c BENJAMIN C. OS OD 0:(II / L .o � March 31 G►ST ro�A���'���>f' Rev. May 25, Rev. June 15,2005 TABLE OF CONTENTS INTRODUCTION 1 LOCUS MAPS 2 SITE SOILS MAP 3 DRAINAGE SYSTEM DESCRIPTION 4 PRE DEVELOPMENT ANALYSIS 5 POST DEVELOPMENT ANALYSIS 22 SUMMARY 59 APPENDIX 59 RUNOFF CURVE NUMBERS RAINFALL DATA MAPS INTRODUCTION The site described in this report is an existing single family residential lot with an existing single family home. The property is located at 249 Marbleridge Road,North Andover,MA.Lot size of the subject property is approximately 71,301 square feet. The site rises from the edge of Marbleridge Road approximately ten feet to where the house is located and then slopes gradually to the wetland located at the rear of the property. Site conditions consist of the dwelling, a garage,paved driveway areas, grass areas,and wetlands.The grass areas are maintained lawns and comprise most of the site.The wetland area is along the rear of the lot and is associated with an intermittent stream flowing along the property line. Proposed alterations to current conditions include razing the existing dwelling, dividing the property in two,and constructing two new dwellings with driveways and appurtenances.Portions of the property which are currently lawn will be converted to unused area to provide a buffer to the wetlands providing less runoff and nutrient loading than is occurring presently. Drainage calculations provided in this report depict both existing and proposed runoff for the 2 year, 10 year, and 100 year storms using the SCS TR20 Runoff Method. Soil classification on the site is Sutton series,which is classified as a SCS Hydrological Soil Group B.The proposed infiltration of roof runoff will reduce the amount of runoff from the site in all storms so that the proposed peak flow rates and volumes will be less than or equal to existing peak flow rates and volumes. In addition, a deep sump catch basin and a treatment swale have been added adjacent to the proposed driveway for Lot 2.This system aids in the management of stormwater by diverting water that presently travels over a neighboring property to the rear of the project site.This system will also provide treatment of driveway runoff and produce a cleaner stormwater runoff than exists at the present time.. All regulations of the Town of North Andover have been incorporated herein. 1. USGS LOCUS MAP a GR t o aas = 5t Nort `An. o ef- 06s h r� SITE SOILS MAP '+ Cm6 .. •�� `SrB o er o �Se CoC r U 9 - 1P1 StB SrB Mm0 Cr tB ...:- c E Ste. Wg E C 3 MMB Spe Mp Gof U N15C \ \ Se d5 'StA W. PaC G� PaD C1 1 \ O PaB: Ws8 �� Ga9 w J .0 Q °�; . W rA �.. c ShB -. PaB C, e Sub j p6O s�0 RbD sgC p. a o G'bC t. U PcE Mills y k�. Qa6 Hill Sgs .. RIB. SIC \ SrB RdA CaB Ct { aP w P D. $hC PbC chR `•. .. 3 DRAINAGE SYSTEM DESCRIPTION The pre existing drainage area has been depicted as two separate drainage area flowing from the site. Area A-1 flows off the front of the property,along the roadway, and on to the neighboring property to the North.Drainage area A-2 drains to the west across the existing lawn and directly in to the wetlands at the rear of the property.The post development drainage has been combined in to one drainage area by constructing a swale on the North side of the property to divert the water from area A-1 in to drainage area A-2. The swale will also act as a treatment swale to reduce pollutants in the stormwater. The increases in runoff as a result of the increase in impervious area are being controlled by diverting all of the roof runoff in to infiltration systems.The infiltration of this runoff causes a decrease in post development rate and volume of water exiting the site. Pre and Post development drainage maps are included with this submittal.The drainage calculations are presented in the next section of this report. 4 PRE DEVELOPMENT ANALYSIS s WNR PRE DE RE DEV SUMMATION POND A-1 ubca{ Reach on - L>Xnk Drainage Diagram for 249 MARBLERIDGE ROAD,NORTH ANDOVER- PRE DEV Prepared by NEW ENGLAND ENGINEERING SERVICES INC. 5125/2005 HydroCAD®7.10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 6 249 MARBLERIDGE ROAD, NORTH ANDOVER - PRE Type III 24-hr 2 YEAR Rainfall=3.20" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 7 HydroCADO 7.10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 5/25/2005 Time span=1.00-48.00 hrs, dt=0.02 hrs, 2351 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A-1: PRE DEV Runoff Area=20,026 sf Runoff Depth=0.78" Flow Length=245' Tc=6.8 min CN=69 Runoff--0.36 cfs 1,301 cf Subcatchment A-2: PRE DEV Runoff Area=51,285 sf Runoff Depth=0.48" Flow Length=325' Tc=7.9 min CN=62 Runoff--0.41 cfs 2,056 cf Pond 1P: SUMMATION POND A-1 Peak Elev=0.00' Storage=0 cf Inflow--0.75 cfs 3,357 cf Outflow--0.75 cfs 3,357 cf Total Runoff Area=71,311 sf Runoff Volume= 3,357 cf Average Runoff Depth=0.56" 249 MARBLERIDGE ROAD, NORTH ANDOVER - PRE Type 11124-hr 2 YEAR Rainfall=3.20" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 8 HydroCADO 7.10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 5/25/2005 Subcatchment A-1: PRE DEV Runoff = 0.36 cfs @ 12.11 hrs, Volume= 1,301 cf, Depth= 0.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.02 hrs Type III 24-hr 2 YEAR Rainfall=3.20" Area (sf) CN Description 15,897 61 >75% Grass cover, Good, HSG B 4,129 98 Paved parking & roofs 20,026 69 Weighted Average Tc Length Slope Velocity Capacity Description -- min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 100 0.0800 0.3 Sheet Flow, SHEET FLOW LAWN Grass; Short n=0.150 P2= 3.20" 1.2 145 0.0800 2.0 Shallow Concentrated Flow, SHALLOW FLOW OVER LAWN Short Grass Pasture Kv=7.0 fps 6.8 245 Total Subcatchment A-1: PRE DEV Hydrograph 0.38 ®Runoff 0.36 - - -- - 17n 0.34 - -3- - - - - � -- - - �' a h1 4 hr:2-YE 0.32-1 - --= ---- - -RainfallT3: - - -- --- 0.3 _ -- - Runoff-Area=20,026-sf_ 028 - - - - 0.2s 0.24 _ -- - _ Runoffl/olUni( 9.301=cf - 0.22 - -- - - - 02 Ranoff:Depth=0.?8"- LL 0.16 Flow Length=245'-- 0.16 ' _ 0.14 -- - - -Tc � min__ 0.12 - - -- N 69 0.08 0.06 0.oa - 0.02 0 2 4 6 8 .10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER - PRE Type I// 24-hr 2 YEAR Rainfall=3.20" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 9 HydroCADO 7.10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 5/25/2005 Subcatchment A-2: PRE DEV Runoff = 0.41 cfs @ 12.15 hrs, Volume= 2,056 cf, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.02 hrs Type III 24-hr 2 YEAR Rainfall=3.20" Area (sf) CN Description 49,575 61 >75% Grass cover, Good, HSG B _ 1,710 98 Paved parking & roofs 51,285 62 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 100 0.0650 0.3 Sheet Flow, SHEET FLOW LAWN Grass: Short n= 0.150 P2= 3.20" 1.8 225 0.0911 2.1 Shallow Concentrated Flow,SHALLOW FLOW OVER LAWN Short Grass Pasture Kv=7.0 fps 7.9 325 Total Subcatchment A-2: PRE DEV Hydrograph 0.46 ®Runoff 0.44--: - -- --' - - - -' - 0 4ias_ 0.42 -- 0.4 - - - -- -- xype-111 24 0.36 - - - - - - - RaifIT_=3.20''-- 0.36-_ -- - - - - - 0:3 _ - -- - -Runoff_Area=31;2$_v=s# - 0.3 - -- -- --- -- - - - 0.28 -- --- . - - :-- - - . -- Runoff,=V WI#2;4So' 0.26-. --' - . - - - - - 0.24 - -- -- - - Runoff Depth=.0,48"=_ c 0.22 LL 0.2 0.18-- -- = - -- ---- - Min 0.16 - .- --- - - - - - - - - -- 0.14 -- -7- -- -- � - - - - - A'_ 0.1 - -- - - - -- - - : -- . 0.08 0.06 - - - - -- ' - - - -- - -- - 0.02 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER - PRE Type 11124-hr 2 YEAR Rainfall=3.20" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 10 HydroCADO 7.10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 5/25/2005 Pond 1 P: SUMMATION POND A-1 Inflow Area = 71,311 sf, Inflow Depth = 0.56" for 2 YEAR event Inflow = 0.75 cfs @ 12.13 hrs, Volume= 3,357 cf Outflow = 0.75 cfs @ 12.13 hrs, Volume= 3,357 cf, Atten= 0%, Lag=0.0 min Primary = 0.75 cfs @ 12.13 hrs, Volume= 3,357 cf Routing by Stor-Ind method, Time Span= 1.00-48.00 hrs, dt= 0.02 hrs Peak Elev=0.00' @ 12.13 hrs Surf.Area= 0 sf Storage= 0 cf Plug-Flow detention time= 0.0 min calculated for 3,355 cf(100% of inflow) Center-of-Mass det. time= 0.0 min (899.2- 899.2) V_ olume Invert Avail Storage Storage Description #1 0.00' 1 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 0.00 0 0 100.00 1 1 Device Routing Invert Outlet Devices #1 Primary 0.00' 999.0' long x 9.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.46 2.55 2.70 2.69 2.68 2.68 2.67 2.64 2.64 2.64 2.65 2.64 2.65 2.65 2.66 2.67 2.69 Primary OutFlow Max=0.01 cfs @ 12.13 hrs HW=0.00' (Free Discharge) t-1=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs) 249 MARBLERIDGE ROAD, NORTH ANDOVER - PRE Type I// 24-hr 2 YEAR Rainfall=3.20" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 11 HydroCAD®7 10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 5/25/2005 Pond 1 P: SUMMATION POND A-1 Hydrograph ®Inflow 0.75 c ;- _ ®Primary 0.8 - 0.�5 - Inflow Area=71,31 1-sf- 0.75 01 Peak-ELev=0.00' ._ 0.65 -'storage =0 cf 0.6 0.55- - 0.5 0.45 0 0.4 u 0.35 0.3 - - - 0.25 0.15 0.1 0.05 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER - PRE Type 11124-hr 10 YEAR Rainfall=4.60" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 12 HydroCAD®7.10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 5/25/2005 Time span=1.00-48.00 hrs, dt=0.02 hrs, 2351 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A-1: PRE DEV Runoff Area=20,026 sf Runoff Depth=1.67" Flow Length=245' Tc=6.8 min CN=69 Runoff--0.85 cfs 2,790 cf Subcatchment A-2: PRE DEV Runoff Area=51,285 sf Runoff Depth=1.20" Flow Length=325' Tc=7.9 min CN=62 Runoff--1.38 cfs 5,120 cf Pond 1P: SUMMATION POND A-1 Peak Elev=0.00' Storage=0 of Inflow--2.21 cfs 7,910 of Outflow--2.21 cfs 7,910 cf Total Runoff Area =71,311 sf Runoff Volume=7,910 cf Average Runoff Depth= 1.33" 249 MARBLERIDGE ROAD, NORTH ANDOVER - PRE Type I//24-hr 10 YEAR Rainfall=4.60" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 13 HydroCAD®7 10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 5/25/2005 Subcatchment A-1: PRE DEV Runoff = 0.85 cfs @ 12.11 hrs, Volume= 2,790 cf, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS,Time Span= 1.00-48.00 hrs, dt= 0.02 hrs Type III 24-hr 10 YEAR Rainfall=4.60" Area (sf) CN Description 15,897 61 >75% Grass cover, Good, HSG B 4,129 98 Paved parking & roofs - 20,026 69 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 100 0.0800 0.3 Sheet Flow, SHEET FLOW LAWN Grass: Short n= 0.150 P2= 3.20" 1.2 145 0.0800 2.0 Shallow Concentrated Flow,SHALLOW FLOW OVER LAWN Short Grass Pasture Kv=7.0 fps 6.8 245 Total Subcatchment A-1: PRE DEV Hydrograph - - - - --- - _ - -- - -- -- ®Runoff 0.9 -- - - - -r 0.85 " .. ---- --- - � - ,- :_ r Yp 0.8 - T e 111:24=hr ,0 YEAR-_ 0.75 -- - -- - r Rainfat1-4.60.- - 0.65 RU_h__ _Area 202026-sfi-- 0.6 ';R6nQff,Volume=2; 9th-cf-- 0.56 _Runoff1Qepth �,6_T_'_. 0.5:: - g 0.45 __ _ - -- -f_Iow Len-gtti'=245'-- LL 0.35 - ` Tc=6.8-m' tin-- 0.3 - - CN=69-- 0.25 0.15 - -- _ -- - --- - - - - - --- _ ; 0.1 -- - --- - - - 0.05 r 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER - PRE Type M 24-hr 10 YEAR Rainfall=4.60" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 14 HydroCADO 7.10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 5/25/2005 Subcatchment A-2: PRE DEV Runoff = 1.38 cfs @ 12.13 hrs, Volume= 5,120 cf, Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.02 hrs Type III 24-hr 10 YEAR Rainfall=4.60" Area(sf) CN Description 49,575 61 >75% Grass cover, Good, HSG B 1,710 98 'Paved parking & roofs 51,285 62 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 100 0.0650 0.3 Sheet Flow, SHEET FLOW LAWN Grass: Short n= 0.150 P2= 3.20" 1.8 225 0.0911 2.1 Shallow Concentrated Flow, SHALLOW FLOW OVER LAWN Short Grass Pasture Kv=7.0 fps 7.9 325 Total Subcatchment A-2: PRE DEV Hydrograph r ®Runoff Issas; 'y pe'; 111 24 10 YEAR Rainfall=4.60," .R- n ' ff`Area=5'1,285_sf_ - . -- --- 1 Runoff VoI le=5,120 cf Runoff,Depth=1:26 Flow'"Length=326' Tc'_79 min CN=62 i 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER - PRE Type 11124-hr 10 YEAR Rainfall=4.60" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 15 H droCAD®7.10 s/n 002248 ©2005 H droCAD Software Solutions LLC 5/25/2005 Pond 1 P: SUMMATION POND A-1 Inflow Area= 71,311 sf, Inflow Depth = 1.33" for 10 YEAR event Inflow = 2.21 cfs @ 12.12 hrs, Volume= 7,910 cf Outflow = 2.21 cfs @ 12.12 hrs, Volume= 7,910 cf, Atten=0%, Lag= 0.0 min Primary = 2.21 cfs @ 12.12 hrs, Volume= 7,910 cf Routing by Stor-Ind method, Time Span= 1.00-48.00 hrs, dt= 0.02 hrs Peak Elev= 0.00' @ 12.12 hrs Surf.Area= 0 sf Storage= 0 cf Plug-Flow detention time= 0.0 min calculated for 7,907 cf(100% of inflow) Center-of-Mass det. time= 0.0 min (869.6-869.6) Volume Invert Avail Storage Storage Description #1 0.00' 1 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 0.00 0 0 100.00 1 1 Device Routing Invert Outlet Devices #1 Primary 0.00' 999.0'long x 9.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.46 2.55 2.70 2.69 2.68 2.68 2.67 2.64 2.64 2.64 2.65 2.64 2.65 2.65 2.66 2.67 2.69 Primary OutFlow Max=0.06 cfs @ 12.12 hrs HW=0.00' (Free Discharge) t-1=Broad-Crested Rectangular Weir (Weir Controls 0.06 cfs @ 0.1 fps) 249 MARBLERIDGE ROAD, NORTH ANDOVER- PRE Type 11124-hr 10 YEAR Rainfall=4.60" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 16 H droCAD®7.10 s/n 002248 ©2005 H droCAD Software Solutions LLC 5/25/2005 Pond 1 P: SUMMATION POND A-1 Hydrograph ®Inflow 22td_a- ®Primary ', 221 cfsi , Infl_o�nr ArQa=,71,311 _sf_ 2 Peak Elev=*0.00' St orage=0 cf LL 1 0 2 4 6 8 10 12 14 16 16 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER - PRE Type I//24-hr 100 Year Rainfall=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 17 HydroCADO 7.10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 512512005 Time span=1.00-48.00 hrs, dt=0.02 hrs, 2351 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A-1: PRE DEV Runoff Area=20,026 sf Runoff Depth=3.03" Flow Length=245' Tc=6.8 min CN=69 Runoff--1.58 cfs 5,054 cf Subcatchment A-2: PRE DEV Runoff Area=51,285 sf Runoff Depth=2.37" Flow Length=325' Tc=7.9 min CN=62 Runoff-2.96 cfs 10,123 cf Pond 1P: SUMMATION POND A-1 Peak Elev=0.00' Storage=0 cf Inflow--4.51 cfs 15,176 cf Outflow--4.51 cfs 15,176 cf Total Runoff Area=71,311 sf Runoff Volume= 15,176 cf Average Runoff Depth= 2.55" 249 MARBLERIDGE ROAD, NORTH ANDOVER - PRE Type 11124-hr 100 Year Rainfall=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 18 HydroCAD®7.10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 5/25/2005 Subcatchment A-1: PRE DEV Runoff = 1.58 cfs @ 12.10 hrs, Volume= 5,054 cf, Depth= 3.03" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.02 hrs Type 111 24-hr 100 Year Rainfall=6.40" _ Area (sf) CN Description 15,897 61 >75% Grass cover, Good, HSG B 4,129 98 Paved parking & roofs 20,026 69 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 100 0.0800 0.3 Sheet Flow,SHEET FLOW LAWN Grass: Short n= 0.150 P2= 3.20" 1.2 145 0.0800 2.0 Shallow Concentrated Flow, SHALLOW FLOW OVER LAWN Short Grass Pasture Kv= 7.0 fps 6.8 245 Total Subcatchment A-1: PRE DEV Hydrograph ®Runoff Type 111: 24-hr 100 Year Rainfall=, 6A . Unoff tAtea=20,026 sf - -- - =- RunoffV lur e-;�,D54-cf_ :Runoff,Depth=, 3.03" LL Fl ; 1 Length=245' Tc=68 Min CN=69 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER - PRE Type !1124-hr 100 Year Rainfall=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 19 HydroCAD®7 10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 5/25/2005 Subcatchment A-2: PRE DEV Runoff = 2.96 cfs @ 12.12 hrs, Volume= 10,123 cf, Depth= 2.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 49,575 61 >75% Grass cover, Good, HSG B 1,710 98 Paved parking & roofs 51,285 62 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) Mft) (ft/sec) (cfs) 6.1 100 0.0650 0.3 Sheet Flow, SHEET FLOW LAWN Grass: Short n= 0.150 P2= 3.20" 1.8 225 0.0911 2.1 Shallow Concentrated Flow, SHALLOW FLOW OVER LAWN Short Grass Pasture Kv=7.0 fps 7.9 325 Total Subcatchment A-2: PRE DEV Hydrograph ®Runoff 3 TYPe III 24-hr 100 Year : Rainfall;6A0" Runoff Area=51,285 sf 2 _ - - - , - Runaff-Volurne=10,123-cf- Runoff. Depth=2:37" Flow L`en1gth=325' T_c-_7.9 m' in 1 - - CN=62 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER - PRE Type Ill 24-hr 100 Year Rainfall=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 20 HydroCADO 7.10 sin 002248 ©2005 HydroCAD Software Solutions LLC 5/25/2005 Pond 1 P: SUMMATION POND A-1 Inflow Area= 71,311 sf, Inflow Depth= 2.55" for 100 Year event Inflow = 4.51 cfs @ 12.11 hrs, Volume= 15,176 cf Outflow = 4.51 cfs @ 12.11 hrs, Volume= 15,176 cf, Atten= 0%, Lag=0.0 min Primary = 4.51 cfs @ 12.11 hrs, Volume= 15,176 cf Routing by Stor-Ind method, Time Span= 1.00-48.00 hrs, dt=0.02 hrs Peak Elev=0.00' @ 12.11 hrs Surf.Area= 0 sf Storage= 0 cf Plug-Flow detention time= 0.0 min calculated for 15,170 cf(100% of inflow) Center-of-Mass det.time= 0.0 min (849.8-849.8) Volume Invert Avail.Storage Storage Description #1 0.00' 1 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 0.00 0 0 100.00 1 1 Device Routing Invert Outlet Devices #1 Primary 0.00' 999.0' long x 9.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.46 2.55 2.70 2.69 2.68 2.68 2.67 2.64 2.64 2.64 2.65 2.64 2.65 2.65 2.66 2.67 2.69 Primary OutFlow Max=0.17 cfs @ 12.11 hrs HW=0.00' (Free Discharge) 'L1=Broad-Crested Rectangular Weir (Weir Controls 0.17 cfs @ 0.1 fps) 249 MARIBLERIDGE ROAD, NORTH ANDOVER - PRE Type I// 24-hr 100 Year Rainfall=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 21 HydroCADO 7.10 sln 002248 Q 2005 HydroCAD Software Solutions LLG 5/2512005 Pond I P: SUMMATION POND A-1 Hydrograph ®Primary Sf I nflow',Atea*71,31 4 Peak E T 0.00 j t Stora e=O cf 3 o LL 2 0 ............ ........................................ 10 12 14 16 18 20 22 24 28 30 32 34 36 38 40 42 44 46 48 Time (hours) POST DEVELOPMENT ANALYSIS 22 SUBCATCH -1/A-2 ROOF LOT 1 ROOF LOT 2 INFILT ATOR LOT 1 INFILTRATOR LOT 2 N d SUMMATION POND U12C8f" R @8�h �n _ �.It11C- Drainage Diagram for 249 MARBLERIDGE ROAD,NORTH ANDOVER POST DEV 4: Prepared by NEW ENGLAND ENGINEERING SERVICES INC. 5/25/2005 HydroCAD®7.10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 23 249 MARBLERIDGE ROAD, NORTH ANDOVER POST D Type 11f 24-hr 2 Year Rainfaff=3.20" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 26 HydroCADO 710 sin 002248 ©2005 HydroCAD Software Solutions LLC 6/16/2005 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A-112: SUBCATCH A-11A-2 Runoff Area=67,301 sf Runoff Depth=0.52" Flow Length=406' Tc=9.1 min CN=63 Runoff--0.59 cfs 2,913 cf Subcatchment R4: ROOF LOT 1 Runoff Area=2,307 sf Runoff Depth=2.97" Flow Length=255' Tc=4.1 min CN=98 Runoff--O.18 cfs 570 cf Subcatchment R-2: ROOF LOT 2 Runoff Area--1,703 sf Runoff Depth=2.97" Flow Length=205' Tc=4.1 min CN=98 Runoff--0.13 cfs 421 cf Pond 1P: SUMMATION POND Peak Elev=0.00' Storage=0 cf Inflow--0.59 cfs 2,913 cf Outflow--0.59 cfs 2,913 of Pond 1-1: INFILTRATOR LOT 1 Peak Elev=100.45' Storage=571 cf Inflow--0.18 cfs 570 cf 6.9'x 45.0'Culvert Outflow--0.00 cfs 0 cf Pond 1-2: INFILTRATOR LOT 2 Peak Elev=97.96' Storage=421 cf Inflow=0.13 cfs 421 cf 6.0"x 40.0'Culvert Outflow--0.00 cfs 0 cf Total Runoff Area=71,311 sf Runoff Volume=3,905 cf Average Runoff Depth=0.66" 249 MARBLERIDGE ROAD, NORTH ANDOVER POST D Type 11124-hr 2 Year Rainfall=3.20" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 27 HydroCAD®7.10 stn 002248 ®2005 HydroCAD Software Solutions LLC 6/16/2005 Subcatchment A-112: SUBCATCH A-1/A-2 Runoff -- 0.59 cfs @ 12.16 hrs, Volume= 2,913 cf, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-48.00 hrs, dt=0.01 hrs Type III 24-hr 2 Year Rainfall=3.20" _ Area(sf) CN Description 62,843 61 >75% Grass cover, Good, HSG B 4,458 98 Paved parking&roofs 67,301 63 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fttft) (ft/sec) (cfs) _ 6.3 100 0.0600 0.3 Sheet Flow,SHEET FLOW IN GRASS Grass: Short n= 0.150 P2= 3.20" 0.1 20 0.1750 2.9 Shallow Concentrated Flow, SHALLOW FLOW IN GRASS - Short Grass Pasture Kv=7.0 fps 0.1 18 0.0555 4.8 Shallow Concentrated Flow,Flow over drive lot 1 Paved Kv=20.3 fps 0.4 50 0.0700 1.9 Shallow Concentrated Flow,flow over gass to swale Short Grass Pasture Kv=7.0 fps 0.2 53 0.0613 4.3 1.45 Parabolic Channel,flow in swale along front prop. line W=2.00' D=0.25' Area=0.3 sf Perim=2.1' n=0.025 Earth, grassed &winding 0.3 15 0.0133 0.8 0.00 Circular Channel(pipe), pipe under driveway Diam=0.5" Area=0.0 sf Perim=0.1' r-0.01' n=0.010 PVC, smooth interior 0.2 15 0.0200 1.0 0.00 Circular Channel(pipe), 6" PVC Diam=0.5" Area=0.0 sf Perim=0.1' r- 0.01' n= 0.010 PVC, smooth interior 1.5 135 0.0074 1.6 0.50 Parabolic Channel,flow in swale along property line W=2.00' D=0.25' Area=0.3 sf Perim=2.1' n=0.025 Earth, grassed &winding 9.1 406 Total 249 MARBLERIDGE ROAD, NORTH ANDOVER POST D Type 11124-hr 2 Year Rainfall=3.20° Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 28 HydroCAD®710 sfn 002248 ®2005 HydroCAD Software Solutions LLC 6/16/2005 Subcatchment A-112: SUBCATCH A-1/A-2 Hydrograph 0.65 ®Runoff 0.6-, --- - Type ill ;24-hr 2 Year-- 0.55 - - - � :Rainfa{{=e:.2 0 . 0.5- ' 0.45 -Runoff-Area=67;30't-sf 0.4 Runoff:Volume-2;913_c ._ 0.35 " Runoff Dept h=0.52" 0.3 {ow Length-406'-- 0.25 ,-- - - - Yc77 nlin-_ 0.2 - 0.15 0.1 o 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST D Type III 24-hr 2 Year Rainfall=3.20" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 29 H droCADO 710 s/n 002248 ®2005 HydroCAD Software Solutions LLC 6/16/2005 Subcatchment R-1: ROOF LOT 1 Runoff = 0.18 cfs @ 12.06 hrs, Volume= 570 cf, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=3.20" _ Area(sf) CN Description 2,307 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 40 0.0250 1.3 Sheet Flow,ROOF Smooth surfaces n=0.011 P2= 3.20" 3.6 215 0.0200 1.0 0.00 Circular Channel (pipe), PIPE TO INFILTRATOR Diam=0.5" Area=0.0 sf Perim=0.1' r=0.01' n=0.010 PVC, smooth interior 4.1 255 Total Subcatchment R-1: ROOF LOT 1 Hydrograph 0.18 o.1e:a-I _ - �'y e 11-Z4- -- f 2 Y_eer- 0.17 - 0.,6 - - - - -R-A`ftl[=3:201 - - --- U.,4 - - -- - - Runoff-Area-2,307 sf-- t 0.13 - --- .-- --. --_ ---. - -. - --- 0.,2 -Ru•noff VoW ' e=570 d-- - - --- : - -° - - -- - -- - -- - - - ---- -- -. - --- } p _2 T1-- o., -- ; --, --- -R-jnoff{fie th`- ° 0.09-, - — ---- -- -- _ - Flow Length=255`-- 0.07 - -- - -- --- -- 0.05 - --0.04-1 - : 0.03 -,- ---- : - - -, -- 0.02 - 0.01 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST D Type 11124-hr 2 Year Rainfall=3.20" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 30 HydroCADO 7.10 sin 002248 ®2005 HydroCAD Software Solutions LLC 6/16/2005 Subcatchment R-2: ROOF LOT 2 Runoff = 0.13 cfs @ 12.06 hrs, Volume= 421 cf, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS,Time Span= 0.00-48.00 hrs, dt=0.01 hrs Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description 1,703 98 Paved parking &roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftisec) (cfs) 0.2 40 0.2500 3.1 Sheet Flow,ROOF Smooth surfaces n=0.011 P2= 3.20" 3.9 165 0.0100 0.7 0.00 Circular Channel (pipe),PIPE TO INFILTRATOR Diam=0.5" Area=0.0 sf Perim=0.1' r=0.01' n=0.010 PVC, smooth interior 4.1 205 Total Subcatchment R-2: ROOF LOT 2 Hydrograph 0.13 -- -- - --T-y3e 11124-h .Year--- - - -Ra nfat1=3-20' - o.i Runoff Are.=1,'x,03f - o.oa - - - - -- -RunoffVolume= 2l--cf- g Runoff -60th=2.97;1-- 0.07 � �" LL o.os _ Now Length=205- - o.05 ; 0.04 - _ . _ _ . - - - - - T 4.1-min -- 0.03 Nag C 8 0.02 - 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBL.ERIDGE ROAD, NORTH ANDOVER POST D Type 1// 24-hr 2 Year Rainfall=3.20" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 31 HydroCAD®710 s/n 002248 O 2005 HydroCAD Software Solutions LLC 6/16/2005 Pond 1 P: SUMMATION POND Inflow Area= 67,301 sf, Inflow Depth = 0.52" for 2 Year event Inflow = 0.59 cfs @ 12.16 hrs, Volume= 2,913 cf Outflow = 0.59 cfs @ 12.16 hrs, Volume= 2,913 of, Atten=0%, Lag= 0.0 min Primary - 0.59 cfs di 12.16 hrs, Volume= 2,913 cf Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.01 hrs Peak Elev=0.00' @ 12.16 hrs Surf.Area=0 sf Storage=0 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time=0.0 min (907.4-907.4) Volume Invert Avail.Storage Storage Description #1 0.00' 1 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 0.00 0 0 10.00 1 1 Device Routing Invert Outlet Devices #1 Primary 0.00' 999.0' long x 9.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.46 2.55 2.70 2.69 2.68 2.68 2.67 2.64 2.64 2.64 2.65 2.64 2.65 2.65 2.66 2.67 2.69 Primary OutFlow Max=0.05 cfs @ 12.16 hrs HW=0.00' (Free Discharge) Lt=Broad-Crested Rectangular Weir (Weir Controls 0.05 cfs @ 0.1 fps) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST D Type III 24-hr 2 Year Rainfall--3.20" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 32 H droCAD®7.10 s/n 002248 ®2005 H droCAD Software Solutions LLC 61J612005 Pond 1 P: SUMMATION POND Hydrograph - - 9 inflow 0.65 - - ®Primary 0.6 -- - ;- lIlf OW Area=67=.,304;-sf - 0.55 - - : -Peak -O:QO' . 0.5 Stora e_:O cf 0.45 --; - -: , 0.4 - -- - 0.35 - - - - - - - 4 _ LL 0.3 : 0.25 - 0.2 -. 015 0.05 ' 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST D Type 11124-hr 2 Year Rainfall=3.20" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 33 HydroCADO 7.10 stn 002248 ®2005 HydroCAD Software Solutions LLC 6/16/2005 Pond I4: INFILTRATOR LOT 1 Inflow Area= 2,307 sf, Inflow Depth= 2.97" for 2 Year event Inflow = 0.18 cfs @ 12.06 hrs, Volume= 570 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.01 hrs Peak Elev= 100.45' @ 24.25 hrs Surf.Area=661 sf Storage= 571 cf Plug-Flow detention time=(not calculated:initial storage excedes outflow) Center-of-Mass det.time= (not calculated: no outflow) Volume Invert Avail.StoMge Storage Description #1 99.00' 460 cf Custom Stage Data(Prismatic) Listed below 2,314 cf Overall-781 cf Embedded = 1,533 cf x 30.0%Voids #2 99.50' 781 cf 44.V NV x 30.0"H x 30.2VL StormTech SC-740 x 4 Inside#1 1,241 cf Total Available Storage Elevation Surf.Area Inc Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 99.00 661 0 0 102.50 661 2,314 2,314 Device Routing Invert Outlet Devices #1 Primary 102.50' 6.0" x 45.0'long Culvert CPP, projecting, no headwall, Ke=0.900 Outlet Invert= 98.00' S= 0.1000'/' Cc=0.900 n=0.010 PVC, smooth interior Primary OutFlow Max=0.00 efs @ 0.00 hrs HW=99.00' (Free Discharge) t-1--Culvert (Controls 0.00 cfs) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST D Type 111 24-hr 2 Year Rainfall=3.20" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 34 HydroCAD®7.10 s/n 002248 C 2005 HydroCAD Software Solutions LLC 6116/2005 Pond 1-1: INFILTRATOR LOT 1 Hydrograph - . - Inflow � nfl 0.19 oaa ifs' ®Prima ry 0.,s InfloW Area-� 0� sf- - , 0.17( I Peak_Etev - X0 .45'- 0.14 -- - &614g a= 71-cf = 0.13 6.0" x-45'0`_ Cu`Iv 0.12 e - 0., c 0.09 0.08 : 0.07 0.05 ' --- • 0.04 ; 0.03 - 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 rime (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST D Type 11124-hr 2 Year Rainfall=3.20" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 35 HydroCADS 7.10 s/n 002248 ®2005 HydroCAD Software Solutions LLC 6/16/2005 Pond 1-2: INFILTRATOR LOT 2 Inflow Area= 1,703 sf, Inflow Depth= 2.97" for 2 Year event Inflow = 0.13 cfs @ 12.06 hrs, Volume= 421 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag=0.0 min Primary - 0.00 cis @ 0.00 hrs, Volume= 0 cf Routing by.Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.01 hrs Peak Elev=97.96' @ 24.25 hrs Surf.Area=892 sf Storage=421 cf Plug-Flow detention time=(not calculated:initial storage excedes outflow) Center-of-Mass det.time=(not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 97.00' 483 cf Custom Stage Data(Prismatic) Listed below 2,078 cf Overall-470 cf Embedded = 1,609 cf x 30.0%Voids #2 97.50' 470 cf 28.9'W x 16.W'H x 76.59'L StormTech SC-310 x 3 Inside#1 952 cf Total Available Storage Elevation Surf.Area Inc Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 97.00 892 0 0 9933 892 2,078 2,078 Device Routing Invert Outlet Devices #1 Primary 99.33' 6,0" x 40.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 96.00' S=0.0832'P Cc= 0.900 n=0.010 PVC, smooth interior Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=97.00' (Free Discharge) t-1=Culvert (Controls 0.00 cfs) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST D Type 11124-hr 2 Year Rainfall=3.20" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 36 HydroCAD®710 stn 002248 ®2005 HydroCAD Software Solutions LLC 6116/2005 Pond 1-2: INFILTRATOR LOT 2 Hydrograph ®Inflow 0.14 ot3as - ®Primary 0.13 - - - -- ---- Infiow,,Area-1; 03_sf- 0.12 Reek_Elev=97.J6' - 0_11 - - 0.1 #orlge=421, of 0.09 -- -- - 6:Oi' x 49.D' culvert 0.08-' - - - 0.07 LL 0.06 0.05 0.04 0.03 - - 0.02 - 0 _ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type 11124-hr 10 Year Rainfalf=4.60" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 37 HydroCAD®7.10 stn 002248 ®2005 HydroCAD Software Solutions LLC 6/16/2005 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A412: SUBCATCH A-11A-2 Runoff Area=67,301 sf Runoff Depth=1.26° Flow Length=406' Tc=9.1 min CN=63 Runoff--1.86 cfs 7,077 cf Subcatchment R-1: ROOF LOT 1 Runoff Area=2,307 sf Runoff Depth=4.36" Flow Length=255' Tc=4.1 min CN=98 Runoff--0.25 cfs 839 cf Subcatchment R-2: ROOF LOT 2 Runoff Area=1,703 sf Runoff Depth=4.36" Flow Length=205' Tc=4.1 min CN=98 Runoff--0.19 cfs 619 cf Pond.1P: SUMMATION POND Peak Elev=0.00' Storage=0 cf Inflow--1.86 cfs 7,077 cf Outflow--1.86 cfs 7,077 cf Pond 14: INFILTRATOR LOT 1 Peak E1ev=101.06' Storage=839 cf Inflow--0.25 cfs 839 cf 6.0"x 45.0'Culvert Outflow--0.00 cfs 0 cf Pond 1-2: INFILTRATOR LOT 2 Peak Elev=98.32' Storage=619 cf Inflow=0.19 cfs 619 of 6.0"x 40.0'Culvert Outflow=0.00 cfs 0 cf Total Runoff Area=71,311 sf Runoff Volume=8,535 cf Average Runoff Depth= 1.44" 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type 11124-hr 10 Year Rainfall=4.60" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 38 HydroCADS 710 s/n 002248 ®2005 HydroCAD Software Solutions LLC 6/16/2005 Subcatchment A-112: SUBCATCH MIA-2 Runoff = 1.86 cfs @ 12.14 hrs, Volume= 7,077 cf, Depth= 1.26" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-48.00 hrs, dt=0.01 hrs Type III 24-hr 10 Year Rainfall=4.60" Area(sf) CN Description 62,843 61 >75% Grass cover, Good, HSG B 4,458 98 Paved parking &roofs 67,301 63 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (ft/sec) (cfs) 6.3 100 0.0600 0.3 Sheet Flow,SHEET FLOW IN GRASS Grass: Short n= 0.150 P2= 3.2U' 0.1 20 0.1750 2.9 Shallow Concentrated Flow,SHALLOW FLOW IN GRASS Short Grass Pasture Kv=7.0 fps 0.1 18 0.0555 4.8 Shallow Concentrated Flow,Flow over drive lot 1 Paved Kv=20.3 fps 0.4 50 0.0700 1.9 Shallow Concentrated Flow,flow over gass to swale Short Grass Pasture Kv=7.0 fps 0.2 53 0.0613 4.3 1.45 Parabolic Channel,flow in swale along front prop.line W=2.00' D=0.25' Area=0.3 sf Perim=2.1' n=0.025 Earth, grassed &winding 0.3 15 0.0133 0.8 0.00 Circular Channel(pipe), pipe under driveway Diam=0.5" Area= 0.0 sf Perim=0.1' r=0.01' n=0.010 PVC, smooth interior 0.2 15 0.0200 1.0 0.00 Circular Channel (pipe),6" PVC Diam=0.5" Area=0.0 sf Perim=0.1' r-0.01' n=0.010 PVC, smooth interior 1.5 135 0.0074 1.5 0.50 Parabolic Channel,flow in Swale along property line W=2.00' D=0.26 Area--0.3 sf Perim=2.1' n=0.025 Earth, grassed &winding 9.1 406 Total 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type fit 24-hr 10 Year Rainfall=4.60" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 39 HydroCAD®7.10 s[n 002248 0 2005 HydroCAD Software Solutions LLC 6/16/2005 Subcatchment A-112: SUBCATCH MIA-2 Hydrograph 2 Runoff T pe III 24-hr',10 Year Rainfall=4.60," Ruhoff Area-67,309 sf Runoff';Volume 17,077 cf Runoff'Depth=1 26 '- c 1 LL Flow;Length=406' Tc-9 't min I i CN=63 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type III 24-hr 10 Year Rainfall=4.60" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 40 HydroCADO 710 sin 002248 0 2005 HydroCAD Software Solutions LLC 6/`1612005 Subcatchment R-1: ROOF LOT 1 Runoff = 0.25 cfs @ 12.06 hrs, Volume= 839 cf, Depth= 4.36" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-48.00 hrs, dt=0.01 hrs Type 11124-hr 10 Year Rainfall=4.60" Area(sf) CN Description 2,307 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 40 0.0250 1.3 Sheet Flow,ROOF Smooth surfaces n=0.011 P2= 3.20" 3.6 215 0.0200 1.0 0.00 Circular Channel(pipe), PIPE TO INFILTRATOR Diam=0.5" Area=0.0 sf Perim--0.1' r=0.01' n=0.010 PVC, smooth interior 4.1 255 Total Subcatchment R-1: ROOF LOT 1 Hydrograph - -- - 0.2B- 0.26-' I Runoff o3scts , 0.24- TY -111 =hr 1asl�ear - 0.22 - Rainfal,l--4.601;' 0.2 - - - - - Runoff-A re a--2,30 SV 0.18 016 F unoff Vol lei -cf - 0.,4 - ; - - - - - - - --Rnof Depth=4.-35`*_- LL U.,2 -Flow Length-255--- o-.1 � � in - 0.06 =-, .1-m ------- 0.06 — 0.04- 0.02 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type 11124-hr 10 Year Rainfall=4.60" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 41 HydroCADO 710 s/n 002248 0 2005 HydroCAD Software Solutions LLC _ 6/16/2005 Subcatchment R-2: ROOF LOT 2 Runoff - 0.19 cfs @ 12.06 hrs, Volume= 619 cf, Depth= 4.36" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.60" _ Area(sf) CN Description 1,703 98 Paved parking &roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 40 0.2500 3.1 Sheet Flow, ROOF Smooth surfaces n=0.011 P2= 3.20" 3.9 165 0.0100 0.7 0.00 Circular Channel(pipe), PIPE TO INFILTRATOR Diam=0.5" Area--0.0 sf Perim= 0.1' r--0.01' n=0.010 PVC, smooth interior_ 4.1 205 Total Subcatchment R-2: ROOF LOT 2 Hydrograph 0.2 - - -- - - -- -- - -- 0.1_9 sts< i o.19 .'C24mhr_10 IY6ar-- o.1s Rainfatt: .60"-- 0.,4 - - -- R[1_noffA.1'e =1;710 sf=- 13 - Ru,noff V 1t�m�e=6,19 cf_- 0.12 - - 0.11 - Ruiff Dept1� �. 00 -- - -. -- _ Flog LonthT205' - - - - - 0.07 -- - --- -- - - - --'TC= A min - - - 0.05 N'9 -- v o.03 0.02 -- 0.01 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type /it 24-hr 10 Year Rainfall=4.60" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 42 HydroCAD®710 s/n 002248 ®2005 HYdroCAD Software Solutions LLC ___ 6/16/2005 Pond 1 P: SUMMATION POND Inflow Area= 67,301 sf, Inflow Depth= 1.26" for 10 Year event Inflow = 1.86 cfs @ 12A4 hrs, Volume= 7,077 cf Outflow = 1.86 cfs @ 12.14 hrs, Volume= 7,077 cf, Atten=0%, Lag=0.0 min Primary - 1.86 cfs @ 12.14 hrs, Volume= 7,077 cf Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.01 hrs Peak Elev= 0.00' @ 12.14 hrs Surf.Area=0 sf Storage= 0 cf Plug-Flow detention time=0.0 min calculated for 7,076 cf(100% of inflow) Center-of-Mass det.time=0.0 min (875.1 - 875.1 ) Volume Invert Avail Storage Storage Description #1 0.00' 1 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 0.00 0 0 10.00 1 1 Device Routing Invert Outlet Devices #1^ Primary 0.09 999.0'long x 9.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.46 2.55 2.70 2.69 2.68 2.68 2.67 2.64 2.64 2.64 2.65 2.64 2.65 2.65 2.66 2.67 2.69 Primary OutFlow Max=0.29 cfs @ 12.14 hrs HW=0.00' (Free Discharge) t-1=Broad-Crested Rectangular Weir (Weir Controls 0.25 cfs @ 0.1 fps) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type 1!124-hr 10 Year Rainfall=4.60" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 43 HydroCADE)T.10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 6/16/2005 Pond 1P: SUMMATION POND Hydrograph ®Inflow 2 EeNzts ®Primary ' lrrflovv Area=67,301 sf Peak Elev=0.00' Si orage=0 cf 3 1 0 IL 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type 11124-hr 10 Year Rainfall=4.60" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 44 HydroCADO 7.10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 6116/2005 Pond I-1: INFILTRATOR LOT 1 Inflow Area= 2,307 sf, Inflow Depth= 4.36" for 10 Year event Inflow = 0.25 cfs @ 12.06 hrs, Volume= 839 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag=0.0 min Primary - 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.01 hrs Peak Elev= 101.06' @ 24.25 hrs Surf.Area=661 sf Storage=839 cf Plug-Flow detention time=(not calculated:initial storage excedes outflow) Center-of-Mass det.time=(not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 99.00' 460 cf Custom Stage Data(Prismatic)Listed below 2,314 cf Overall-781 cf Embedded = 1,533 cf x 30.0%Voids _ #2 99.50' 781 cf 44.6!W x 30.0"H x 30.2VL StormTech SC-744 x 4 Inside#1 1,241 cf Total Available Storage Elevation Surf.Area Inc Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 99.00 661 0 0 102.50 661 2,314 2,314 Device Routing Invert Outlet Devices #1 Primary 102.50' 6.0" x 45.0'long Culvert CPP, projecting, no headwall, Ke=0.900 Outlet Invert= 98.00' S=0.1000T Cc=0.900 n= 0.010 PVC, smooth interior Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=99.00' (Free Discharge) mil=Culvert (Controls 0.00 cfs) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type !1124-hr 10 Year Rainfall=4.60" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 45 HydroCADD T.10 s/n 002248 ®2005 HydroCAD Software Solutions LLC 6/16/2005 Pond I-1: INFILTRATOR LOT 1 Hydrograph _ - - i Inflow 0.28 ozs rs - ®Primary 0.26 - = Inflow:Area t 307-Sf 0.24 - 0.22 Peak_EleV='101 .06' : ; Star-an -Cf- 0.,8 46:x` Culvert - -- _ --. - -- -- 0.14 U- 0.12 - - -- . -. -- -- 0.4 -, --, - --. - -- -- -,-- 0.08 006 - - -- - - -- -- - 0.04 -- - - - 0.0 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type 111 24-hr 10 Year Rainfall=4.60" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 46 HydroCADO 7.10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 6/16/2005 Pond 1-2: INFILTRATOR LOT 2 Inflow Area = 1,703 sf, Inflow Depth = 4.36" for 10 Year event Inflow = 0.19 cfs @ 12.06 hrs, Volume= 619 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cl' Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.01 hrs Peak Elev=98.32' @ 24.25 hrs Surf.Area= 892 sf Storage=619 cf Plug-Flow detention time=(not calculated: initial storage excedes outflow) Center-of-Mass det.time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 97.00' 483 cf Custom Stage Data(Prismatic)Listed below 2,078 cf Overall-470 cf Embedded = 1,609 cf x 30.0%Voids #2 97.50' 470 cf 28.9"VN x 16.4"H x 76.69'L StormTech SC-310 x 3 Inside#1 952 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 97.00 892 0 0 99.33 892 2,078 2,078 Device Routing invert Outlet Devices #1 Primary 99.33' 6.0" x 40.0'long Culvert RCP, sq.cut end projecting, Ke=0.500 Outlet Invert= 96.00' S= 0.08327' Cc=0.900 n=0.010 PVC, smooth interior Primary OutFlow Max-0.00 cfs @ 0.00 hrs HW=97.00' (Free Discharge) fit--Culvert (Controls 0.00 cfs) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type 11124-hr 10 Year Rainfa11=4.60" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 47 HydroCADO 7.10 s/n 002248 ©2005 Hy iroCAD Software Solutions LLC 6/16/2005 Pond 1-2: INFILTRATOR LOT 2 Hydrograph m Inflow 0.21 n:19cts`- ®Primary 0.2 0.19 - - - - - Inflow Area-9=1703-sf _ 0.1s 0.17 - - =Peak=El'v= 8.30,41 0.16 - - - 0.15 Rome=t� - - - - - - -ime= 19-cf-- 0.14 - - - 0.13 60'x-4 4.6 Calvert- 0.11 u. 0.09-. - - 0.08 - - --; - - - - - ;--, - -- 0.07 0.05 - - - 0.04 - - - - -- - 0.03 0.02 0•IIaaai 0 0 2 k 6 8 10 12 14 t6 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type 11124-hr 100 year Rainfall=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 48 HydroCADO 710 s/n 002248 0 2005 HydroCAD Software Solutions LLC 6/16/2005 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A412:SUBCATCH A-1/A-2 Runoff Area=67,301 sf Runoff Depth=2.46" Flow Length=406' Tc=9.1 min CN=63 Runoff--3.90 cfs 13,798 cf Subcatchment R-1: ROOF LOT 1 Runoff Area=2,307 sf Runoff Depth=6.16" Flow Length=255' To--4.1 min CN=98 Runoff--0.36 cfs 1,185 cf Subcatchment R-2: ROOF LOT 2 Runoff Area=1,703 sf Runoff Depth=6.16" Flow Length=205' Tc=4.1 min CN=98 Runoff--0.26 cfs 874 cf Pond 1P: SUMMATION POND Peak Elev=0.01' Storage--O cf Inflow-4.90 cfs 13,798 cf Outflow--3.90 cfs 13,798 cf Pond 1-1: INFILTRATOR LOT 1 Peak Etev=102.22' Storage--1,185 cf Inflow--0.36 cfs 1,185 cf 6.0"x 45.0'Culvert Outflow--0.00 cfs 0 cf Pond 1-2: INFILTRATOR LOT 2 Peak Elev=99.04' Storage=874 cf Inflow--0.26 cfs 874 cf 6.0"x 40.0'Culvert Outflow=0.00 cfs 0 cf Total Runoff Area=71,311 sf Runoff Volume=15,857 cf Average Runoff Depth =2.67" 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type III 24-hr 100 year Rainfall=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 49 HydroCADD 7.10 s/n 002248 ®2005 HydroCAD Software Solutions LLC 6/16/2005 Subcatchment A412: SUBCATCH A-11A-2 Runoff - 3.90 cfs c@ 12.13 hrs, Volume= 13,798 cf, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-48.00 hrs, dt=0.01 hrs Type III 24-hr 100 year Rainfall=6.40" Area(sf) CN Description 62,843 61 >75% Grass cover, Good, HSG B 4,458 98 Paved parking&roofs 67,301 63 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 100 0.0600 0.3 Sheet Flow,SHEET FLOW IN GRASS Grass: Short n= 0.150 P2= 3.2U' 0.1 20 0.1750 2.9 Shallow Concentrated Flow,SHALLOW FLOW IN GRASS Short Grass Pasture Kv=7.0 fps 0.1 18 0.0555 4.8 Shallow Concentrated Flow,Flow over drive lot 1 Paved Kv=20.3 fps 0.4 50 0.0700 1.9 Shallow Concentrated Flow,flow over Bass to swale Short Grass Pasture Kv=7.0 fps 0.2 53 0.0613 4.3 1.45 Parabolic Channel,flow in swale along front prop.line W=2.00' D=0.25' Area=0.3 sf Perim=2.1' n= 0.025 Earth, grassed &winding 0.3 15 0.0133 0.8 0.00 Circular Channel (pipe), pipe under driveway Diam=0.5" Area=0.0 sf Perim=0.1' r=0.01' n=0.010 PVC, smooth interior 0.2 15 0.0200 1.0 0.00 Circular Channel (pipe),6" PVC Diam=0.5" Area=0.0 sf Perim=0.1' r- 0.01' n=0.010 PVC, smooth interior 1.5 135 0.0074 1.5 0.50 Parabolic Channel,flow in swale along property line- W=2.00' D=0.25' Area=0.3 sf Perim=2.1' _ n=0.025 Earth, grassed &winding 9.1 406 Total 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type ill 24-hr 100 year Rainfall=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 50 HydroCAD®T.10 s/n 002248 ®2005 HydroCAD Software Solutions LLC 6116/2005 Subcatchment A-112: SUBCATCH A-11A-2 Hydrograph �Runotf 4 seo�ss:; TO lit 24-hr 100 year Rainfa l=6.4W' - - - - --' - Rnnoff,Area=67,301 sf- 3 Runoff Vo'lume=13,798 df Runoff Depth=14W' - -y - - - 2 - - --- ;Flow Length=406' LL TC-9.1 m ii CN',63 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type III 24-hr 100 year Rainfall=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 51 HydroCAD®710 On 002248 m 2005 HydroCAD Software Solutions LLC 6/16/2005 Subcatchment R-1: ROOF LOT 1 Runoff = 0.36 cfs @ 12.06 hrs, Volume= 1,185 cf, Depth= 6.16" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-48.00 hrs, dt=0.01 hrs Type 11124-hr 100 year Rainfall=6.40" Area(sf) CN Description 2,307 98 Paved parking &roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftfsec) (cfs) 0.5 40 0.0250 1.3 Sheet Flow, ROOF Smooth surfaces n=0.011 P2= 3.20" 3.6 215 0.0200 1.0 0.00 Circular Channel(pipe), PIPE TO INFILTRATOR Diam=0.5" Area=0.0 sf Perim--0.1' r=0.01' n=0.010 PVC, smooth interior 4.1 255 Total Subcatchment R-1: ROOF LOT 1 Hydrograph - - --' -- -- - - - -- Runoff 0.38 - ----- --- - -- -------- o;3a;is, 0.36 - _ T e 11124=1 r-100 y 0.34 - = - --Yp eat _ 0.32 - - • - -- Rairtf11-5:4{�" - 0 23 - - - s - = - ,L - -RUnOff Area=2,307-a- , 0.26 0.24 Runoff f ;Va_ume=1,185 0.22-: O -- 0.2 Ru ff leptir6.1W' LL 0.1a _ -- ` - -{ FIOW-U.ngth`265'-- 0.16 - - - -- - - - C N 98-- , 0.08-' ' - - - - - - - - - - - 0.06 -' - - - - 0.04 - - - -- 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48. Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type III 24-hr 100 year Rainfall=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 52 HydroCAM 7.10 sin 002248 0 2005 HydroCAD Software Solutions LLC 6/16/2005 Subcatchment R-2: ROOF LOT 2 Runoff = 0.26 cfs @ 12.06 hrs, Volume= 874 cf, Depth= 6.16" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-48.00 hrs, dt=0.01 hrs Type III 24-hr 100 year Rainfall=6.40" Area(sf) CN Description 1,703 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) WS) 0.2 40 0.2500 3.1 Sheet Flow, ROOF^ Smooth surfaces n=0.011 P2= 3.20" 3.9 165 0.0100 0.7 0.00 Circular Channel (pipe),PIPE TO INFILTRATOR Diam=0.5" Area=OA sf Perim=0.1' r= 0.01' n=0.010 PVC, smooth interior 4.1 205 Total Subcatchment R-2: ROOF LOT 2 Hydrograph 0.28 , 0.26 - Tips_h t_24=hr_1 D0ealr_ 0.24 -- - , 0.22 - _ _ _ -Rainfall=6.-40"-- 0.2 _ Runoff Area=1,703 sf - 018 _ _ _ Runof# Volme-874 tf- - 0.,4 - - -- -- - --flunf Depth=s.16"-- LL 0.12 __ _ __Flow_L-nnth=205'-- 0.1 tf� 0.08 - f C=4. i „I�f;I 0.06 - 0.04 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type III 24-hr 900 year Rainfall=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 53 HydroCADO 7.10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 6/16/2005 Pond 1 P: SUMMATION POND Inflow Area= 67,301 sf, Inflow Depth= 2.46" for 100 year event Inflow = 3.90 cfs @ 12.13 hrs, Volume= 13,798 cf Outflow = 3.90 cfs @ 12.13 hrs, Volume= 13,798 cf, Atten=0%, Lag=0.0 min Primary = 3.90 cfs @ 12.13 hrs, Volume= 13,798 cf Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.01 hrs Peak Elev=0.01' @ 12.13 hrs Surf.Area= 0 sf Storage= 0 cf Plug-Flow detention time=OA min calculated for 13,795 cf(100% of inflow) Center-of-Mass det.time=0.0 min (854.3-854.3) Volume Invert Avail.Storage Storage Description #1 0.00' 1 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 0.00 0 0 10.00 1 1 Device Routing Invert Outlet Devices #1 Primary 0.00' 999.0'long x 9.0'breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.46 2.55 2.70 2.69 2.68 2.68 2.67 2.64 2.64 2.64 2.65 2.64 2.65 2.65 2.66 2.67 2.69 Primary OutFlow Max=0.87 cfs @ 12.13 hrs HW=0.01' (Free Discharge) t-1=13road-Crested Rectangular Weir (Weir Controls 0.87 cfs @ 0.2 fps) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type If/24-hr 100 year Rainfalf=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 54 HydroCAD07.10 s/n 002248 0 2005 HydroGAD Software Solutions LLC 6116/2005 Pond iP: SUMMATION POND Hydrograph �Inflow aas 0 Primary 4 Inflow Are 6=67,301', sf Peak Elev=*.01" -0 cf Storage- 3- LL 0� ........... ...... 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type 8124-hr 100 year Rainfa11=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 55 HydroCADO 7.10 s/n 002248 ®2005 HydroCAD Software Solutions LLC 6/16/2005 Pond 14: INFILTRATOR LOT 1 Inflow Area= 2,307 sf, Inflow Depth = 6.16" for 100 year event Inflow = 0.36 cfs @ 12.06 hrs, Volume= 1,185 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.01 hrs Peak Elev= 102.22' @ 24.25 hrs Surf.Area= 661 sf Storage= 1,185 cf Plug-Flow detention time=(not calculated:initial storage excedes outflow) Center-of-Mass det.time=(not calculated: no outflow) Volume Invert AvaU.Storage ^ Storage Description #1 99.00' 460 cf Custom Stage Data(Prismatic)Listed below 2,314 cf Overall-781 cf Embedded = 1,533 cf x 30.0%Voids #2 99.50' 781 cf ".VW x 30.W'H x 30.25'L StormTech SC-744 x 4 Inside#1 1,241 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubio-feet) (cubic-feet) 99.00 661 0 0 102.50 661 2,314 2,314 Device Routing Invert Outlet Devices #1 Primary 102.50' 6.0" x 45.0' long Culvert CPP, projecting, no headwall, Ke=0.900 Outlet Invert=98.00' S=0.10007 Cc=0.900 n=0.010 PVC, smooth interior Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=99.00' (Free Discharge) t-4=Culvert (Controls 0.00 cfs) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type III 24-hr 100 year Rainfall=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 56 HydroCAD®710 sin 002248 ®2005 HydroCAD Software Solutions LLC 6116/2005 Pond 1-1: INFILTRATOR LOT 1 Hydrograph E Inflow ®Primary 0.38 tllftQlHf`.AC�'�1=23OZ_sf_ 0.36 - - 0.34 - 0.32 - - Ptak._Etev=102.22' 0.3 -- - -- 0.28 `-- torilge--- 185 Gf S 0.26 - : 0.24 - _ 45,0 Culvert 0.22 ----- 3 0.2 - LL 0.16 - 0.14 - - 0.12 2 - - - -- - -' -- -- : r : 0.08 0.06 - 0.04 0..Q:OQs_ts: 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type 11124-fir 100 year Rainfall=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 57 HydroCAD®7.10 sin 002248 ©2005 HydroCAD Software Solutions LLC 6/16/2005 Pond 1-2. INFILTRATOR LOT 2 Inflow Area= 1,703 sf, Inflow Depth= 6.16" for 100 year event Inflow = 0.26 cfs @ 12.06 hrs, Volume= 874 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method,Time Span= 0.00-48.00 hrs, dt=0.01 hrs Peak Elev=99.04' @ 24.25 hrs Surf.Area=892 sf Storage= 874 cf Plug-Flow detention time=(not calculated:initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 97.00' 483 cf Custom Stage Data(Prismatic) Listed below 2,078 cf Overall-470 cf Embedded = 1,609 cf x 30.0%Voids #2 97.50' 470 cf 28,.9"W x 16.4'H x 75.59'L StormTech SC-310 x 3 Inside#1 952 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 97.00 892 0 0 99.33 892 2,078 2,078 Device Routing Invert Outlet Devices #1 Primary 99.33' 6.0" x 40.0' tong Culvert RCP, sq.cut end projecting, Ke=0.500 Outlet Invert= 96.00' S=0.08327 Cc= 0.900 n=0.010 PVC, smooth interior Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=97.00' (Free Discharge) t-1=Culvert (Controls 0.00 cfs) 249 MARBLERIDGE ROAD, NORTH ANDOVER POST Type Ill 24-hr 100 year Rainfall=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. Page 58 HydroCAD®710 s/n 002248 ®2005 HydroCAD Software Solutions LLC 6/16/2005 Pond 1-2: INFILTRATOR LOT 2 Hydrograph Primary o2sa�. - �Inflow 0.28 Inflow 0.26 -- nffow Area-'1-;703, sf 0.24 P_ealk Efe_v=99.04' 0.22 -Storage=874-cf- 0.2 r+ 018 6.0 40:0 -Culvert- 'y 0.16• 0 0.14 - - 0.06 0.06 0.04 Q 0 2 4 6 8 10 12 14 16 18 20 22 '24 26 28 30 32 34 36 38 .........40 42 44 46 48 Time (hours) SUMMARY The following tables summarize the pre development vs.post development runoff flow for the 2, 10, and 100 year storms.Due to the proposed construction of the infiltration facilities the Post Development flow rates and volumes are lower than the Pre Development flow rates and volumes.Because the flow rates and volumes are reduced, no down stream properties will be adversely affected by this project. In the summary table below the pre development flows for both subcatchments are combined.The calculations were done using two drainage subcatchments to demonstrate the rate and volume of flow which drained on to the neighboring property. The flow from both subcatcbments eventually ends up in the wetland behind the neighbors property. The post development flow path will be change to avoid any water from the project site flowing on to the neighbors property by directing the flow that previously flowed over the neighbors property away from their front yard to the rear yard of the project site. This in essence combines the two pre development subcatchments in to one,however the ultimate path of the water is still the same. PRE VS.POST DEVELOPMENT DRAINAGE FLOW SUMMARY TABLE Design Pre Dev. Post Dev. Change Storm (cfs) (cfs) (cfs) 2 0.75 0.13 (0.62) 10 2.21 1.86 (0.35) 100 4.51 3.90 (0.61) 58 Table 2-2a.—Runoff curve numbers for urban areast Curve numbers for Cover description hydrologic soil group— Average percent Cover type and hydrologic condition impervious aree A B C D Fully developed urban areas (vegetation established) Open space(lawns, parks, golf courses,cemeteries, etc.)': Poor condition(grass cover < 50%) .............. 68 79 86 89 Fair condition(grass cover 50% to 75`/0)........... 49 69 79 84 Good condition(grass cover > 75%) .............. 39 61. 74 80 Impervious areas: Paved parking lots, roofs, driveways, etc. (excluding right-of-way). ......................... 98 98 98 98 Streets and roads: Paved; curbs and storm sewers(excluding right-of-way).................................. 98 98 98 98 Paved; open ditches(including right-of-way) .....:. 83 89 92 93 Gravel(including right-of-way) ................... 76-. 85 89, 91 Dirt(including right-of-way) ..................... 72 82 87' 89 Western desert urban areas: Natural desert landscaping(pervious areas only)4... 63 77 85 8E Artificial desert landscaping(impervious weed barrier, desert shrub with 1- to 24nch sand or gravel mulch and basin borders). .............. 96 96 96 91 Urban districts: Commercial and business.......................... 85 89 92 94 9 Industrial........................................ 72 81 88 91 9 Residential districts by average lot size. 118 acre or less(town houses)...................... 65 77 85 90 4 114 acre ......................................... 38 61 75 83 1 113 acre ......................................... 30 57 72 81 112 acre ......................................... 25 54 70 80 1 acre ........................................... 20 51 68 79 2 acres .......................................... 12 46 65 77 Developing urban areas Newly graded areas(pervious areas only, no vegetation)s................................... 77 86 91 Idle lands(CN's are determined using cover types similar to those in table 2-2c). 'Average runoff condition,and % =0.2S. 2The average percent impervious area shown was used to develop the composite CN's.Other assumptions are as follows:imperviow are directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to space in good hydrologic condition.CN's for other combinations of conditions may be computed using figure 2.3 or 24. 3CN's shown are equivalent to those of pasture.Composite CN's may be computed for other combinations of open space cover tvp 'Composite CN's for natural desert landscaping should be computed using figures 2-3 or 24 based on the impervious area percents =98)and the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition. sComposite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2. based on the de gree of development(impervious area percentage)and the CN's for the newly graded pervious areas. GO (210-VI-TR-55, Second Ed., June 1986) Table 2-21).—Runoff curve numbers for cultivated agricultural lands' Curve numbers for Cover description hydrologic soil group— Cot er type Treatment1 Hydrologic A B C D Fallow Bare soil — 77 86 91 Crop residue cover (CR) 94 Poor 76 85 90 93 Good 74 83 88 90 Row crops Straight row(SR) Poor 72 81 88 91 Good 67 78 85 89 SR + CR Poor 71 80 87 90 Good 64 75 82 85 Contoured(C) Poor 70 79 84 gg Good 65 75 82 86 C + CR Poor 69 78 83 87 Good 64 74 81 85 Contoured & terraced(C&T) Poor 66 74 .80 82 Good 62 71 78 81 C&T + CR Poor 65 73 79 81 Good 61 70 77 80 Small gain SR Poor 65 76 84 88 Good 63 75 83 87 SR + CR Poor 64 75 83 86 Good 60 72 80 84 C Poor 63 74 82 85 Good 61 73 81 84 C + CR Poor 62 73 81 84 Good 60 72 80 $3 C&T Poor 61 72 79 82 Good 59 70 78 81 C&T + CR Poor 60 71 78 81 Good 58 69 77 80 Close-seeded SR Poor 66 77 85 89 or broadcast legumes or C Good 58 72 81 85 ' rotation Poor 64 75 83 85 meadow Good 55 69 78 83 C&T Poor 63 73 80 83 Good 51 67 76 80 'Average runoff condition,and 1;, 'Crop residw.corer applies only if residue is(Mat least 514-of the surface throughout the,year. 'Hydrologic condition is based on combination of factors that affect infiltration and runoff,`including(a)density and canopy of vegetative areas,(b)amount of year-round cover.(c)anwunt of gra,&s or close-seeded legumes in rotations,(d)pet-cent of residue cover on the land sur- face(good >_ '20%),and(e)degree of surface toughness. Pour: Factors,impair infiltration and tend to increase runoff. Gowk Facto's encout age average and better than average infiltration and tend to decrease runoff. 2-6 r91 n-vr_mrz rr c __ T,-1 T Table 2-2c.—Runoff curve numbers for other agricultural lands' Curve numbers for Cover description hydrologic soil group— Hydrologic Cover type condition A B C D Pasture, grassland, or range—continuous Poor 68 79 86 89 forage for grazing.2 Fair 49 69 79 84 Good 39 61 74 80 Meadow—continuous grass, protected from — 30 58 71 78 grazing and generally mowed for hay. Brush—brush-weed-grass mixture with brush Poor 48 67 77 83 the major element? Fair 35 56 70 77 Good 430 48 65 73 Woods—grass combination(orchard Poor 57 73 82 8(_ or tree farm).S . Fair 43 65 76 8i Good 32 58 72 71 Woods.- Poor 45 66 77 8 l Fair 36 60 73 7 Good 430 55 70 1 Farmsteads—buildings,lanes, driveways, — 59 74 82 F and surrounding lots. 'Average runoff condition.and 1;, = 0.2S. YCritu: <5W ground cover or heavily grazed with no mulch. Fuir: 50 to 75% ground cover And not heavily grazed. (xHxl: >75% ground cover and lightly or only occasionally grazed. �l'(wr: <50%.ground cover. Fair: 50 to 75% ground cover. Gcxxl: >75%ground cover. 4Actual curve number is less than 30;use CN =30 for runoff computations. TN's shown were computed for areas with W1( wood..and 50% grass(pasture)cover.Other combinations of conditions may be tot from the CN's for wewds and pasture. '-four: Forest litter.small trees,and brush are destroyed by heavy grazing or regular burning. Fair: W wds are grazed but not burned,and some forest litter covers the soil. (kmd: Woods are protected from grazing,and litter and brush adequately cover the soil. �a (210-VI-TR-55, Second Ed., June 1986) Table 2-2d.—Runoff curve numbers for arid and semiarid rangelands' Cover description Curve numbers for hydrologic soil group— Cover type Hydrologic conditionz A3 B C D Herbaceous—mixture of grass, weeds, and low-growing brush, with brush the Poor 80 87 93 minor element. Fair 71 81 89 Good 62 74 85 Oak-aspen—mountain brush mixture of oak brush, Poor aspen, mountain mahogany, bitter brush, maple, 66 74 79 and other brush. Fair 48 57 63 Good 30 41 48 Pinyon-juniper—pinyon,juniper, or both; grass understory. Poor 75 85 89 Fair 58 73 80 Good 41 61 71 Sagebrush with grass understory. Poor 67 80 85 Fair 51 63 70 Good 35 47 55 Desert shrub—major plants include saltbush, Poor greasewood, creosotebush,blackbrush e b 63 77 85 gg palo verde, mesquite, and cactus. ' Fair 55 72 81 86 Good 49 68 79 84 'Average runoff condition,and 1, =0-28. For range in humid regions,use table 2-2c. x"("" <30rk ground cover(litter,grass, and brush ovet•story). Fair: 30 to 70% ground coyer. G«Kl: >7()<k ground cover. 3Curve numbers for group A have been developed only for desert shrub. 63 - 2-8 (210-VI-TR-55, Second Ed., June 1986) ESSEX COUNTY, MASSACHUSETTS, NORTHERN PART — ,Joins sheet 23) 125 PcE P. � PcE StB PaB' _PAD 1546; PaD ti Stc .. * Pa6 paD PaC 4t ¢ Cr C � z3 Li 3d Rap se W t J d. :. i a .r WrB:. Ci..B t Pa8: RdA RIB. r Ur WeA Wr8 s4 + /_. tip• } ' t ryT Le. wdte2,� ,; Oe Cde Pb8 5 •,� �� t� ,,{ a F = � y PaB � -Pa8$e /��g Wh Pa8 ••\A. � �t� �1 c F; - �Y !' Y Qi NVR�H � /Ra Pa6 PtiD � �ItC 4 •Pb8 � � ,��- ��� ',� o coC ' ,StA ANDOVER �g% Pa69 PaD � �' s 4Ds �C 5 N(rBbD e � � CaC Cm6- t K FF i r Wh r `t yry + - R ^mot . jri .6 { _ E ,, _ .e:.+ �. •• �.,. - 'B -iY -4 •W�'.Y.. 1.. cSx Yj .� '3 d �'C S.. -� UP rx � PaC - �0��� 4 P PbD j �ff ' '?*mss` �.; �-�hG �4 '��� ��aCrb�•��'� ' t B1� O z r _ j d PbD `Y 'E Mm0 _ ''•E. " . r 3 F "`•!.ter#, -: a — Pa8 t, .s ra Ti Wfi tNg n C St6 CaC VFG 3 r63 SLI dr y a a h;� CmB z � r v� = o er @� ISM - CoC \l eB StB SrB� c MmQ Cr'B r dq W _ r StA Wg 3 IrB 15 -P:aB, g V PaC Oa CoCC 1323 W rA /. PxD=t 3 V 1 RIB s �UG GAD U RlB Su6 Pa8_: . `• WsB .:_ �,� CaB - Wg Ws6 �r WrA w O 2 Cbit CbC �J7ti\ Pa8 Pa8 . s Rye Rae Wh sub -, NrA 9 ROA Hllls Sg6 RlB PO Cb6 g 6 � RdA 114 Wg 125 P D.; ShC 18. PbC,`' ShB Pe 04 SOIL SURVEY (2.5Y 5/4) ped interior; varved silt and clay with very B22-22 to 26 inches; light olive brown (2.5Y 5/4) grav- thin strata of very fine sand between varves; overall -elly fine sandy loam; few fine faint grayish brown texture of silty clay; strong coarse and very coarse (2.5Y 5/2) mottles; and few fine distinct yellowish prismatic structure; very firm, sticky, plastic; clay brown (10YR 5/6) mottles; weak fine granular struc- films on prism faces and in pores; slightly acid. ture; friable; 15 percent angular gravel, 10 percent angular cobblestones; very strongly acid; clear wavy The thickness of the silty layer over the contrasting boundary. clayey material is 18 to 40 inches, The profile is typically C1-26 to 31 inches; light olive brown (2.5Y 5/4) gravel- free of coarse fragments, but some pedons contain a ly fine sandy loam; common fine and medium dis- few granite or quartzite pebbles. Reaction in the upper tinct gray (N 5/0) and strong brown (7.5YR 5/6) part of the solum ranges from strongly acid to slightly mottles; massive; friable; 25 percent angular gravel, acid. In some places the surface layer is neutral if heav- 10 percent angular cobblestones; very strongly acid; ily limed. The lower part of the solum-and the substratum abrupt wavy boundary. are medium acid to neutral. C2-31 to 60 inches; light olive gray (5Y 6/2) gravelly The Ap horizon has hue of 10YR, value of 3 or 4, and fine sandy loam; many fine and medium prominent chroma of 2 or 3. light gray (N 7/0), yellowish brown (10YR 5/6), dark The B21 horizon has hue of 10YR or 2.5Y, value of 4 reddish brown (5YR 3/4), and yellowish red (5YR or 5, and chroma of 4 to 6. The B22 and B23 horizons 5/8) mottles; massive; friable; 10 percent angular have hue of 2.5Y or 5Y, value of 4 or 5, and chroma of 2 gravel, 10 percent angular cobblestones; very to 4. Clay films are common in some pores. Some ped strongly acid. faces have patchy clay films on the top and on vertical faces. The thickness of the solum ranges from 20 to 30 The IIC horizon has hue of 2.5Y or-5Y, value.of 4 to 6, inches. The depth to mottling ranges from 16 to 24 and chroma of 2 to 4. It is silty clay loam-or silty clay. In inches. Gravel-size coarse fragments make up 5 to 25 the upper part of this horizon, clay flows are common in percent of the solum. Reaction in unlimed areas is very pores and on ped faces. Patchy or discontinuous black strongly acid to medium acid. coatings are common on the ped faces. The A horizon has hue of 7.5YR or 10YR and value and chroma of 2 to 4. It is fine sandy loam, very fine Sutton series sandy loam, or loam, The B21 horizon has hue of 7.5YR or 10YR, value of 4 The Sutton series consists of coarse-loamy, mixed, or 5, and chroma of 4 to 6. It is fine sandy loam, sandy mesic Aquic Dystrochrepts. These deep, moderately well loam, or loam. The B22 horizon has hue of 10YR to 5Y, drained soils are on uplands. The soils formed in glacial value of 4 or 5, and chroma of 4 to 6 and is distinctly or till. Slopes range from 0 to 15 percent. prominently mottled. It is fine sandy loam or sandy loam. The C horizon has hue of 2.5Y or 5Y, value of 5 or 6, Sutton soils formed in the same kind of material as and chroma of 2 to 4. It is fine sandy loam, sandy loam, well drained Charlton soils, poorly drained Leicester soils, and very r gravelly analogues of these textures. The consistence ry poorly drained Whitman soils. They are in the C horizon ranges from friable to firm. The horizon similar to the Scituate and Woodbridge soils. Sutton soils is massive or has platy structure. do not have a fragipan, which the Scituate and Wood- bridge soils have. They have less sand in the substratum kv than the Scituate soils.. Swanton series Typical pedon of Sutton fine sandy loam, 3 to 8 per- The Swanton series consists of coarse-loamy ove cent slopes, in the town of Boxford, 600 feet west of the clayey, mixed, nonacid mesic Aeric Haplaquepts. ThesE junction of Interstate Route 95 and Massachusetts Route deep, poorly drained soils are on lacustrine and marine 97. plains. The soils formed in glacial outwash over lacus Ap-0 to 9 inches; very dark grayish brown (10YR 3/2) trine or marine sediments. Slopes range from 0 to fine sandy loam; weak fine granular structure; fri- percent.Swanton soils formed in the same kind of material a _able; many fine roots; 10 percent angular gravel, 5 moderately well drained Elmwood soils, well drained Me percent angular cobblestones; strongly acid; abrupt rose soils, and ve smooth boundary. ry poorly drained Whately Variant soil: B21-9 to 22 inches; yellowish brown 5/4 10YR fine They are similar to Raynham, Scantic, and Walpole Var ( ) ant soils. Swanton soils have more clay in the substn sandy loam; weak fine granular structure; friable; turn than the Raynham soils, have more sand and le: common fine roots; 10 percent angular gravel, 5 silt in the solum than the Scantic soils, and have percent angular cobblestones; very strongly acid; substratum that has more clay and less stratificatic clear smooth boundary. than that in the Walpole Variant soils. 192 SOIL SURVEY TABLE 16.--SOIL AND WATER FEATURES--Continued ,_ Flooding , High water table , , Risk of corrosion Soil name and ;Hydro-1 , , , , , !Potential;_ It map symbol ! logic! Frequency 1 Duration (Months 1 Depth- 1 Kind !Months 1 frost !Uncoated !Concrete !group I I ! ! 1 ! ; action 1 steel 1 Ft RnC*, RnD*: Rock outcrop. ! ! ! ! ! ! ! ! ! ! Buxton-----------1 C !None--------', --- ! --- 11.0-3.0!Perched !Nov-May!High-----!High-----!Moderate. ! ! ! ! ! ! ! ! ! ! ROC*, RoD*: Rock outcrop. ! ! ! ! ! ! ! ! ! ! Charlton---------1 B !None--------1 --- ! --- 1 >6.0 ! --- ! --- !Low------!Low------!High. ! ! ! ! ! ! ! ! ! ! Hollis-----------1 C/D !None--------1 --- ! --- ! >6.0 ! --- 1 --- !Moderate ',Low------!High. I 1 ! ! ! ! ! ', ! It Rx*: ! ', ', ! ', ! ! ! ! Rock outcrop. ! ! 1 Hollis-----------1 C/D !None--------', --- . ! --- 1 >6.0 1 --- 1 --- !Moderate !Low------(High. ! ! ! ! ! ! ! ! ! ! Sa----------------1 C 1Fr"equent----',Brief-----!Nov-May', 0-1.01 Apparent',Nov-Jun',High-----1 High-----!Moderate. Saco Variant ScA, ScB----------1 C !None--------1 --- 1 --- 1 0-1.01Perched ',Oct-Jun',High-----!High-----',Moderate. Scantic 1 1 1 1 1 1 1 1 1 1 Se----------------1 D !Rare--------1 --- 1 --- ', 0-1.0',Apparent',Jan-Dec',High-----!Moderate !High. Scarboro ! 1 ', ', 1 ', .1 1 1 1 ! 1 I I I It SgB, SgC, ShB, ', ! ! It ! It It ', It ShC--------------1 C !None--------1 --- 1 --- 11.0-3.0!Perched !Dec-Apr',High-----!Moderate (High. Scituate ! ! ! ! ! ! ! ! ! ! Sr A, SrB----------', B !None--------1 --- 1 --- 1 1.0-3.0!Apparent!Dec-Apr!Moderate !Low------!High. Sudbury SsB, SsC----------1 C ',None--------1 --- 1 --- 1 >6.0 1 --- ; --- ;High-----!Moderate !Moderate. Suffield It 1 1 1 ! ! 1 1 St A, StB, StC, SUB, SUC---------1 B ',None--------1 --- 1 --- ',1.5-3.5',Apparent',Nov-Apr!Moderate !Low------!High. Sutton SwA, SwB--------=-1 B/D ',None--------I --- ; --- ', 0-1.5lkpparent',Nov-MaylHigh-----',High-----!Moderate Swanton It , UAC*. I ! ! ! ! ! ! ! It Udipsamments UD* Udorthents ! ! ! ! ! ! ! ! ! ! UnA, UnB, UnC-----1 B (None to rare! --- 1 --- 1 >6.0 1 --- 1 --- !Moderate Mow------1Moderat4 Unadilla ! ! ! ! ! ! ! ! ! ! Ur*. Urban land WaA, WaB----------1 C !None--------1 --- 1 --- I 0-1.0',Apparent',Nov-Apr',High-----!Low------',High. Walpole Wb----------------1 C !None=-------1 --- ', --- 1 0-1.0lApparentINov-JunlHigh-----!High-----',High. Walpole Variant WeA, WeB----------I C !None--------1 --- 1 --- 1 0-1.5!ApparentlSep-JunlModerate !Moderate !High. Wareham Wf----------------! C !None--------1 --- ', --- 1 0-1.0lApparentl Nov-JunlHigh-----!High-----1Modera Whately Variant ', ! 1 ', 1 ! ! ! ! 1 ! ! ! ! ! ! ! ! ! ! See footnote at end of table. Figure 2 = Frecinitation Values for ":assachusetts 3.0.. ESSEX FRAIKUN U100LESEK SUFFOLK t = NAYffNIRE ORCESTER h Y t W 3.6 s� O RAINFALL DATA MAP ""`"S`A' 2-YEAR,24 HOUR PRECIPITATION (INCHES) e NANTUCKET TP-40 ESSEX FRANKUN Y100LESEK Sous r WORCESTER �'O? NAW409ME w 0 " NA `0 4.4" 0 G� p s M� O C RAIWALL DATA M AP BARN:T 4. 5-YEAR,24-HOWL PRECIPITATION (INCHES) b NANTUCKET T P-40 (210-EFM, A End. MF;1 , Anril 1990) :1A 2- Figure 2 - Precipitation Values for Iassachusetts 41211 4.3" 4.411 4.5 ESSEX 4.6" FRANKLIN MIOOLESEX SUFFOLK W h wORCESTER N HAMPSN/RE 4.7 r 1 NAMPOEN T►Of f0� t OG mp 4.811 N� ° RAINFALL DATA MAP 6ARNSTAe E 10-YEAR,24 HOUR PRECIPITATION (INCHES) oa 4.911 NANTUCKET TP-40 5.311 N 5.411 5.111 5.2 5.411 ESSEX FRANKLIN 5.5" tW, MIOOLE EX - SUFFOLK — = WORCESTER N NAMPSNiRE W 01 5.611 N AMPOEN �L f •p °� 5.7" _ v i 0 BARNS 8L RAINFALL DATA MAP 5.8" 25-YEAR,24-HOUR PRECIPITATION (INCHES) b i NANTUCRE TP-40 ?A 2-22 (2) (210-E-7, men. d. t nril 1990) Figure 2 - Precipitation Values for Massachusetts 5.6 u u 5.7 5.9'1 ESS[X FRANKLIN 6.0" 4j MIOOIESEX SUFFOLK 6.1 11 x NAM►SNME wORCEST" h Y t 0 6.31' 7 Z M� RAINFALL DATA MAP o eARN1TA 6.4 SO—YEAR,2 4 HOUR PRECIPITATION (INCHES) 6'5u •� OUK NANTUCKET TP-40 6 6.41' 3SEX FRANCIA 6.6" tl100LESEX SUA.6 N ORCESTER 6.8" W NaalrOEll � � 7 R a 0 RAINFALL DATA MAP 7.2" X00—YEAR,24—HOUR PRECIPITATION (INCHES) N AM TLlCKiT TP-40 Ar)ril 1990) :m, 2