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HomeMy WebLinkAboutStormwater Report - 41 SECOND STREET 11/20/2012 Drainage Study 41 Second Street North Andover, Massachusetts November 20, 2012 Prepared for: Gene Espinola 434 Broadway Lawrence, MA 01841 Prepared By: Andover Consultants, Inc. 1 East River Place Methuen, MA 01844 AA �J JA 0 y 4 53.E JAMES FAIRWEA7HER fl ° VIL #716 m \NNA �►691Ww`� Introduction/Protect Description The project proposes the construction of a three unit condominium on a parcel of land at 41 Second Street. The work involves the demolition of the existing dwelling and the construction of the new structure and an eight space parking lot. The structure will consist of 3 units with 3 floors of living space and a basement. The parcel abuts property of the North Andover Housing Authority along its westerly and northerly boundary and a two unit residential structure to the east. The lot is enclosed by a stockade, wood fence along a portion of the front yard and along its easterly side yard and rear yard. A new 6-foot high white vinyl fence is proposed to enclose the lot along the east and west side yards, and along the rear yard. The project will also include the construction of an eight space parking lot on the western side of the lot. This side of the lot abuts paved access into the Housing Authority property. Parking for the Housing Authority is on the westerly side of the paved access. Existing site features consist of the existing dwelling and small paved drive, both of which will be demolished. The lot is grassed and has a few trees and shrubs. Soil on the lot, as mapped by the NRCS, is a Charlton fine sandy loam (map unit designations 40513) as obtained from the USDA Web Soil Survey website. The Charlton soil is assigned to Hydrologic Soil Group (HSG) B. Runoff from the project discharges in two general directions. A portion of the site discharges easterly, while the remainder discharges north and westerly towards the North Andover Housing Authority property. In the developed condition some runoff will discharge to the east, consisting of lawn and some uncaptured roof area. Runoff from the parking area will be collected and discharged to a subsurface, crushed stone infiltration system, while the remainder of the lot, which is lawn and uncaptured roof area, will discharge northerly. The pre-developed and post developed flows have been calculated and are summarized below. Peak rates of runoff for the 2, 10, and 100-year storm events are as follows. Northerly(exist 1, sum): 2-year storm 10-year storm 100-year storm Pre= 0.14 cfs pre= 0.36 cfs pre= 0.84 cfs Post=0.07 cfs post=0.20 cfs post=0.47 cfs Easterly(exist2, dev2): 2-year storm 10-year storm 100-year storm Pre = 0.04 cfs pre = 0.12 cfs pre=0.32 cfs Post=0.05 cfs post=0.15 cfs post=0.36 cfs As can be seen, the peak rates of runoff, post construction, are less than, or roughly equivalent, to the pre construction rates. 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U) U) a) O 0 a) cn 0 CO 3: co (L 0)T-� c C) 2 o"0 (u 0 0 0 E CL w o CL cn F- ce) -0 0 0 (D o 04 z E IL 0 0 L: a) b Z 0 0)-41 V o- a) L6 N U*) (D E LO M O E z C) C) (D C-N > 221) a) 0 2 =0 0 '52 a) LU U) 2: U) LL L) -- a 72 m = .D) (n Lt- CO 0 0 0 a) E cn E r 4) 0 < 3: C) m H _ co m cn a) 0 0 z 0 m LLI 0 m (1) F- 0 W (D cu iEi a) co > 0 0 00 0 CN 2 C� I 00 C) C� ui E 6 0 '0 co i CD J w < -1 ;= HydroCAD Calculations HydroCAD Pre-developed calculations 1 exist 1 2 exist 2 Subcat Reach Pon Link Drainage Diagram for exist Prepared by Andover Consultants, Inc. HydroCAD®8.00 s/n 002099 0 2006 HydroCAD Software Solutions LLC 2-Year Storm P=31 inches exist Type ///24-hr 2-Yr Rainfall=3.10" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 Q 2006 HydroCAD Software Solutions LLC Subcatchment 1: exist 1 Runoff = 0.14 cfs @ 12.04 hrs, Volume= 0.012 af, Depth= 0.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.10 hrs Type III 24-hr 2-Yr Rainfall=3.10" Area (sf) CN Description 1,721 98 Paved parking & roofs 7,652 61 >75% Grass cover, Good, HSG B 9,373 68 Weighted Average 7,652 Pervious Area 1,721 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 20 0.1500 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.4 63 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.6 83 Total Subcatchment 1: exist 1 Hydrograph 0.15 0.14 0.14 ds ' Type III 24-hr2-Yr 0.13-. 0.12 Rainfall--3.10 0.11 Runoff Area=9,373, sf 0.1 Runoff Volume=0,'012; of 0.09- 0,08- Runoff Ddpth;=0.68"- 0 0.07-' LL Flow Length=83' 0.06 Tc=1.61 min 0.05-- 0.04-: CN-68 0.03 0.02 0.01 Ot 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) exist Type /// 24-hr 2-Yr Rainfal1=3,10 Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 Q 2006 HydroCAD Software Solutions LLC Subcatchment 2: exist 2 Runoff = 0.04 cfs @ 12.11 hrs, Volume= 0.004 af, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.10 hrs Type III 24-hr 2-Yr Rainfall=3.10" Area (sD CN Description 232 98 Paved parking & roofs 4,400 61 >75% Grass cover, Good, HSG B 4,632 63 Weighted Average 4,400 Pervious Area 232 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 20 0.0320 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 18 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 61 0.0450 3.42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.7 99 Total Subcatchment 2: exist 2 Hydrograph 0.044` 0.042 0.04 cfs 0.04-' Type III 24-hr 2-Yr 0.038-- 0.036- Rainfall=3-10" 0.034 0.032- Runoff Area=4,'632 st 0.03 0,028 Runoff Volume=0.004af zo 0.026 0M4-- Runoff Depth=0.48" 0.022 0 0.02 Flow, Leng,th=99 0.018 0.016 -fit 27 min 0.014 0.012 CN=63 0,01 0,008 0.006- 0.004 0 ......... 1"4" 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 10-Year Storm P=4.5 inches exist Type ///24-hr 10-Yr Rainfall=4.50" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 0 2006 HydroCAD Software Solutions LLC Subcatchment 1: exist I Runoff = 0.36 cfs @ 12.03 hrs, Volume= 0.027 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.10 hrs Type III 24-hr 1 O-Yr Rainfall=4.50" Area (sf) CN Description 1,721 98 Paved parking & roofs 7,652 61 >75% Grass cover, Good, HSG B 9,373 68 Weighted Average 7,652 Pervious Area 1,721 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 20 0.1500 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.4 63 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.6 83 Total Subcatchment 1: exist I Hydrograph 0.47 Runoff 0,38' o.3s Cfs 0.36-: 0.34 Type III 2,4-hr 10-Y,r OM- Rainfall"4.50" 0.3 0.28 Runoff Area=9,373 sf 0.26- Runoff Volume-0.027 of 0.24 0.22- Runoff Depths-1 .53"' 0.2: LL 0,18 Flow Length=83' 0.16: 0.14. Tc=14 min. 0.12` CN=68 0.1-: 0.08- 0.06 0.04 0.02. 23­­4......56" "78 9 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) exist Type /// 24-hr 10-Yr Rainfall=4.50" Prepared by Andover Consultants, Inc. HydroCADOD 8.00 s/n 002099 0 2006 HydroCAD Software Solutions LLC Subcatchment 2: exist 2 Runoff = 0.12cfs@ 12.07 hrs, Volume= 0.011 af, Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.10 hrs Type III 24-hr 10-Yr Rainfall=4.50" Area (sf) CN Description 232 98 Paved parking & roofs 4,400 61 >75% Grass cover, Good, HSG B 4,632 63 Weighted Average 4,400 Pervious Area 232 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 20 0.0320 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 18 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 61 0.0450 3,42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.7 99 Total Subcatchment 2: exist 2 Hydrograph 0 Runoff 0.13- 10.12 efs I 0.12 Type III 24-hr 10-Yr Rainfall=4-60 O'l Runoff Area=4,632- sf 0.09- Ranoff Volume=O.'011' af 0.08: Runoff Depth1.20" 0.07- "1 F16W Length=99' 0.06. 0.05- min 0.04: , CN=63 0.03 0.02-- 0.01- ----------- 0..................................... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 100-Year Storm P=7.0 inches exist Type /// 24-hr 100-Yr Rainfall=7.00" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 0 2006 HydroCAD Software Solutions LLC Subcatchment 1: exist 1 Runoff = 0.84 cfs @ 12.02 hrs, Volume= 0.061 af, Depth= 3.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.10 hrs Type III 24-hr 100-Yr Rainfall=7.00" Area (sf) CN Description 1,721 98 Paved parking & roofs 7,652 61 >75% Grass cover, Good, HSG B 9,373 68 Weighted Average 7,652 Pervious Area 1,721 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 20 0.1500 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.4 63 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.6 83 Total Subcatchment 1: exist 1 Hydrograph RUnoff 0.9: 0.84 ds 0.85-: 0.8- Type III 247hr 100-Yr 0.75 Rainfall=7.00" 0.7 0.65- Runoff Area-9,373 sf 0.6 Runoff Volume=0.061 of 0.55': ,S 0.5-: Runoff Depth=3.41 0.45- Flow Length=83' 0.4-: 0.35� Tc =1. 6,' min 0.3- 0.25- CN=68 0.2 0.15 0.1- 0.05. .......... 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) exist Type ///24-hr 100-Yr Rainfall=7.00 Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 0 2006 HydroCAD Software Solutions LLC Subcatchment 2: exist 2 Runoff = 0.32 cfs @ 12.05 hrs, Volume= 0.026 af, Depth= 2.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.10 hrs Type III 24-hr 100-Yr Rainfall=7.00" Area (sf) CN Description 232 98 Paved parking & roofs 4,400 61 >75% Grass cover, Good, HSG B 4,632 63 Weighted Average 4,400 Pervious Area 232 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 20 0.0320 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 18 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 61 0.0450 3.42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.7 99 Total Subcatchment 2: exist 2 Hydrograph 0.34= �Runoff OM cfs 0.32-- Type III 24-hr 100-Yr 0.3- 0,28 RainfaM=7-00' 0.26 Runoff Area-4,632' of 0.24 U,n r ff VOIU _0 0.22-:: - .026 af R 0 me Z0,2 - 0 Runoff Depth"2.90" 0.18 0 0.16: Flow Leng LL th=99' 0.14" Tc=2.7, min 0.12 0.1 CW63 0.08- OM 0.04- 0.02-' 0 .......M., .......W 3-4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) HydroCAD Post-developed calculations SUm sum 1 i nfi I z 4 dev 1 CB infil Front roof 1P ce 3 (i) dev 3 dev 2 Subcat Reach on Link Drainage Diagram for developed Prepared by Andover Consultants, Inc. HydroCAD®8.00 s/n 002099 ©2006 HydroCAD Software Solutions LLC 2-Year Storm P=3.1 inches developed Type ///24-hr 2-Yr Rainfall=3.10" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 C 2006 HydroCAD Software Solutions LLC Subcatchment 1: dev 1 Runoff = 0.07 cfs @ 12.05 hrs, Volume= 0.006 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1,00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Yr Rainfall=3.10" Area (sf) CN Description 680 98 Paved parking & roofs 4,368 61 >75% Grass cover, Good, HSG B 5,048 66 Weighted Average 4,368 Pervious Area 680 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cf S) 1.6 Direct Entry, Subcatchment 1: dev 1 Hydrograph 0.08: D Runoff 0W5-- 0.0 CIS 0.07 Type III 24-hr 2-Yr 0.065- Rainfall=3.1 0" 0.06- Runoff Area=5,048' sf 0.055: 0.05-11 Runoff Voluirne=0.006 of 0.045-: Runoff Depth=0.59" 0.04' 0.035- Tc=14 min 0.03: CN=66- 0.025-* 0.02-:: 0.015- 0.01- 0.005 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 25 26 27 28 29 30 Time (hours) developed Type 11124-hr 2-Yr Raihfall=3.10" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 0 2006 HydroCAD Software Solutions LLC Subcatchment 2: dev 2 Runoff = 0.05 cfs @ 12.06 hrs, Volume= 0.004 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt=0.05 hrs Type III 24-hr 2-Yr Rainfall=3.1 0'° Area (sf) CN Description 488 98 Paved parking & roofs 3,347 61 >75% Grass cover, Good, HSG B 3,835 66 Weighted Average 3,347 Pervious Area 488 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cf S) 2.5 20 0.0250 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 70 0.0450 3.42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.8 90 Total Subcatchment 2: dev 2 Hydrograph D Runoff 0.055 0.0s GfS Type III 24-hr 2-Yr 0.05- - Rainfall3.10' - 0.045 Runoff Area=3y835 sf 0.04- Runoff Volume=0.004 of 0.035-- Runoff Depth-0.59" 0.03- 211 Flow Length=90' LL 0,025- Tc=2..81 min 0.02- CN=66 0.015 0.01- 0.005- 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 25 26 27 28 29 30 Time (hours) developed Type 11124-hr 2-Yr Rainfall=3.10" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 C 2006 HydroCAD Software Solutions LLC Subcatchment 3: dev 3 Runoff = 0.28 cfs @ 12.01 hrs, Volume= 0,018 af, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Yr Rainfall=3.10" Area (sf) CN Description 3,520 98 Paved parking & roofs 662 61 >75% Grass cover, Good, HSG B 4,182 92 Weighted Average 662 Pervious Area 3,520 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (Cfs) 0.8 50 0.0300 1.03 Sheet Flow, n= 0.016 P2= 3.10" 0.2 35 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.0 85 Total Subcatchment 3: dev 3 Hydrograph 0.3 Runoff 0.26 cis 1 0.28, Type III 24-hr 2-Yr 0.26- 0.24 Rainfall-3.10" 0.22 Runoff Area=4,182 sf 0.2-- Runoff Volume=0.01 8 of 0.18- 0.16. Runoff Depth=2.26" 0 0.14-.: Flow Length=85' 0.12 K ; Slore=0.03007' p 0.1 Tc=1 .0 min 0.08.1 0.06, CN=92 0.04-: 0.02 o 1 8 1 9 2 0 2 1 2 2 2 3 24 25 26 27 28 29 30 1 2 3 4 5 6 8" 9 10 11 12 13 14 15 1 1 Time (hours) developed Type 11124-hr2-Yr Rainfall=3.10" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 Oc 2006 HydroCAD Software Solutions LLC Subcatchment 4: Front roof Runoff = 0.07 cfs @ 12.01 hrs, Volume= 0.005 af, Depth= 2.87° Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Yr Rainfall=3.10" Area (sf) CN Description 940 98 roof 940 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, Subcatchment 4: Front roof Hydrograph 0.08_: ( Funoff 0.075- 10.070(S 0.071 Type III 24-hr 2-Yr 0.065 Rainfall=3.10° 0.06- 0.055- Runoff Area=940 sf 0.05 ,x Runoff Volume=0.005 of 0.045' Runoff Depth-2.87" $ 0.04 LL 0.035- Tc=1 .0' min 0.03-, CN=98 0.025: 0.02 0.015_ 0.01 0.005.. 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 25 26 27 28 29 30 Time (hours) developed Type 11124-hr 2-Yr Rainfall=3.10" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 ©2006 HydroCAD Software Solutions LLC Reach sum: sum Inflow Area = 0.233 ac, Inflow Depth = 0.29" for 2-Yr event Inflow = 0.07 cfs @ 12.05 hrs, Volume= 0.006 of Outflow = 0.07 cfs @ 12.05 hrs, Volume= 0.006 af, Atten=0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Reach sum: sum Hydrograph �Inflow 0.08- 0.07ds m Outflow 0.075 0.07 cfs Inflow Area=0.233 ac 0.07- . . _ 0.065= 0.06 ?, 0.055 0.05' 0.045 c 0.04 E 0.035' 0.03; � 0.025 0.02- a_ 0.015 0.01-:: 0.005•. 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 25 26 27 28 29 30 Time (hours) developed Type ///24-hr 2-Yr Rainfall=3.10" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 0 2006 HydroCAD Software Solutions LLC Pond 1 P: CB Inflow Area = 0.096 ac, Inflow Depth = 2.26" for 2-Yr event Inflow = 0.28 cfs @ 12.01 hrs, Volume= 0.018 of Outflow = 0.28 cfs @ 12.01 hrs, Volume= 0.018 af, Atten= 0%, Lag=0.0 min Primary = 0.28 cfs @ 12.01 hrs, Volume= 0.018 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 107.55' @ 12.01 hrs Flood Elev= 110.35- Device Routing Invert Outlet Devices #1 Primary 107.25' 8.0" x 14.0' long Culvert Ke= 0.500 Outlet Invert= 107.00' S= 0.01797' Cc= 0.900 n= 0.011 Primary OutFlow Max=0.26 cfs @12.01hrs HW=107.54' (Free Discharge) t-I=Culvert (Inlet Controls 0.26 cfs @ 1.83 fps) Pond 1 P: CB Hydrograph 13 Inflow 0.28 efs 0 Primary 0.3- 0.2 cfs 0.28-r Inflow Are 6=0.096 ac 0,26-. Peak Elev=.l 07.55 0.24-. 0.22-: 8.0 x 14.0' Culvert 0.2' 0.18-' 0.16- .2 0.14- LL 0.12' 0.1 0.08 0.0&: 0.04 0.02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) developed Type ///24-hr 2-Yr Rainfall=3.10" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 C 2006 HydroCAD Software Solutions LLC Pond infil: infil Inflow Area = 0.118 ac, Inflow Depth = 2.37" for 2-Yr event Inflow = 0.35 cfs @ 12.01 hrs, Volume= 0.023 of Outflow = 0.03 cfs @ 12.75 hrs, Volume= 0.023 af, Atten= 90%, Lag= 44.2 min Discarded = 0.03 cfs @ 12.75 hrs, Volume= 0.023 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt=0.05 hrs Peak Elev= 107.70' @ 12.75 hrs Surf.Area= 1,296 sf Storage= 364 cf Plug-Flow detention time= 84.8 min calculated for 0.023 of (100%of inflow) Center-of-Mass det. time= 84.6 min ( 869.6 - 785.0 ) Volume Invert Avail Storage _Storage Description - #1 107.00' 1,426 cf 24.00'W x 54.001 x 2.75H Prismatoid 3,564 cf Overall x 40.0%Voids Device Routing Invert Outlet Devices #1 Discarded 0.00' 1.020 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.03 cfs @ 12.75 hrs HW=107.70' (Free Discharge) T--1=Exf11ItratIon (Exfiltration Controls 0.03 cfs) Pond infil: infil Hydrograph Inflow 0.38 OM ds Discarded 0.36-- Inflow Area! =0.118 ac 0.34. 0.32 Peak Elev=l 07.70' 0,3-: 0.28' Sto'rag'e=364d 0.26' 0.24 0.22-z 02: 0 0.18: 0.16 0.14 0.12-7 0.1 0.08- 0.06 0.03 cfs 0.04 0.02 1101111 0 1 2 3 4 5 6 7 8" 6 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 10-Year Storm P=4.5 inches developed Type ///24-hr 10-Yr Rainfall=4.50" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 0 2006 HydroCAD Software Solutions LLC Subcatchment 1: dev 1 Runoff = 0.20 cfs @ 12.04 hrs, Volume= 0.013af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt=0.05 hrs Type III 24-hr 10-Yr Rainfall=4.50" Area (sf) CN Description 680 98 Paved parking & roofs 4,368 61 >75% Grass cover, Good, HSG B 5,048 66 Weighted Average 4,368 Pervious Area 680 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 Direct Entry, Subcatchment 1: dev 1 Hydrograph 0.22- Runoff 0.21:, 0.20 ohs 0.2-: 0.19: Type III 24-h r 10 Yr 0,181: Rainfall=4.50" 0.17, 0,16, 6 Runoff Area=5,048 sf 0.15 0.14 Runoff Volume=0.013 of 0.13 0.12-- Runoff Depth=1.40" 0*11- M 0 Tc=1 .6 min 0.09. 0.08- CN=66 0.07 0.06- 0.05-- 0.04 0.03- 0.02. 0.01 0 ............ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) developed Type ///24-hr 10-Yr Rainfall=4.50" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 0 2006 HydroCAD Software Solutions LLC Subcatchment 2: dev 2 Runoff = 0.15 cfs @ 12.05 hrs, Volume= 0.010 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr10-Yr Rainfall=4.50" Area (sf) CN Description., 488 98 Paved parking & roofs 3,347 61 >75% Grass cover, Good, HSG B 3,835 66 Weighted Average 3,347 Pervious Area 488 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/f0 (ft/sec) (cfs) 2.5 20 0.0250 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 70 0.0450 3.42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.8 90 Total Subcatchment 2: dev 2 Hydrograph Runoff 0.16- 0.15 cfs 0.15 Type 11124-hr 1 O-Y'r 0.14- Rainfall=4.50" OA2-, Runoff Area=3,835 sf 0.11 IM Runoff Volume=0.010 of 0.1' 9 0.09-7 - Runoff Depth=11.40" 3: 0.08-1 0 Flow Length=90' 0.07- 0.06 Tc=2.8 min 0,05 CN=66 0.047 0.03-: 0.02- 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) developed Type ///24-hr 10-Yr Rainfall=4.50" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 0 2006 HydroCAD Software Solutions LLC Subcatchment 3: dev 3 Runoff = 0.43 cfs @ 12.01 hrs, Volume= 0.029 af, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Yr Rainfall=4.50" Area (sf) CN Description 3,520 98 Paved parking & roofs 662 61 >75% Grass cover, Good, HSG B 4,182 92 Weighted Average 662 Pervious Area 3,520 Impervious Area Tc: Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0300 1.03 Sheet Flow, n= 0.016 P2= 3.10" 0.2 35 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 85 Total Subcatchment 3: dev 3 Hydrograph 0.48. Runoff 0.46 0.43 cfs 0.44'. 0 TY .42 pe 11114 -hr 10-Yr 0.4 0.38-: Rainfall=4.50" 0.36: Ruoff Mea--4,182 sf 0.34- n 0,32 Runoff Volume=0.029 of 0.28 0.26. Runoff Depth=3.60" 0.24-. 0.22 Flow, Length=85' 0.2 0.18-' Slope=0.03007' 0.161 0.14-- Tc=1 .0 min 0.12-1 0.1 CN=92 0.08` 0.06� 0.04-: 0.02:7 6 7 8 9 10 11 12 13 14 15 '1'6" 17 18 19 20 21 '2'2"2,3 2,4- 2,5 2,6 2,7 2,8 2,9 3,0 Time (hours) developed Type 11124-hr 10-Yr Rainfall=4.50" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 ©2006 HydroCAD Software Solutions LLC Subcatchment 4: Front roof Runoff = 0.11 cfs @ 12.01 hrs, Volume= 0.008 af, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Yr Rainfall=4.50" Area (sf) CN Description 940 98 rooff 940 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, Subcatchment 4: Front roof Hydrograph 0.115 Runoff 0.11 0.1 t cfs 0.105-, Type 11 124-h r 10-Yr 0.1 0.095= -„ Rainfall=4.50" 0.09. 0.065: - Runoff Area=940 sf 0.08= 0.075 �r Runoff Volume=0.008 of 0.07- 1P.065-: 0.06- a Runoff Depth>4.26�"_ 00.055' I c=1 .0 min u- 0.05.-. 0.045 CN=98 0.04 ;r 0.035.. 7 0.03 0.025.` w 0.02._ 0.015 0.01,: 0.005 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 25 26 27 28 29 30 Time (hours) developed Type 11124-hr 10-Yr Rainfall=4.50" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 ©2006 HydroCAD Software Solutions LLC Reach sum: sum Inflow Area = 0.233 ac, Inflow Depth = 0.69" for 10-Yr event Inflow = 0.20 cfs @ 12.04 hrs, Volume= 0.013 of Outflow = 0.20 cfs Q 12.04 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Reach sum: sum Hydrograph ®Inflow 0.22_ 0.20ds El Outflow 0.21; 0.20 cis Inflow Area=0.233 A 0.19= 0.18: 0.17.' 0.16= 0.15.: 0.14 0.13=' N 0.12 0.11 0 0.1= 0.09: 0.08 0.07. 0.06_ 0.05': „ 0.04 0.03 0.02- 0.01-1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) developed Type ///24-hr 10-Yr Raihfall=4.50" Prepared by Andover Consultants, Inc. HvdroCAD@ 8.00 s/n 002099 0 2006 HydroCAD Software Solutions LLC Pond 1 P: CB Inflow Area = 0.096 ac, Inflow Depth = 3.60" for 1 0-Yr event Inflow = 0.43 cfs @ 12.01 hrs, Volume= 0.029 of Outflow = 0.43 cfs @ 12.01 hrs, Volume= 0.029 af, Atten=0%, Lag= 0.0 min Primary = 0.43 cfs @ 12.01 hrs, Volume= 0.029 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 107.63' @ 12.01 hrs Flood Elev= 110.35' Device Routing Invert Outlet Devices #1 Primary 107.25' 8.0" x 14.0' long Culvert Ke=0.500 Outlet Invert= 107.00' S=0.0179 '/' Cc= 0.900 n= 0.011 Primary OutFlow Max=0.41 cfs @12.01hrs HW=107.62' (Free Discharge) t-1=Culvert (Inlet Controls 0.41 cfs @ 2.07 fps) Pond 1 P: CB Hydrograph 11 Inflow 0.48. 0.43 cfs 0 Primary 0.46= 0. 0.44. 4 ofs* Inflow Area=0.0,96 ac 0.42. 0.4-' Peak Elev-1 07.63 0.38 0.36 14.0' Culvert 0.34 8.0 0.32 0.3- 0.28- 0.26-: 0-24' 0 0.22- M 0.2: 0.18-: 0.16 ' 0.14 0.12. 0.1' 0.08, 0.06 0.04- 0.02 0 NOW 2 6 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) developed Type 11124-hr 10-Yr Rainfall=4.50" Prepared by Andover Consultants, Inc. HydroCAD@ 8.00 s/n 002099 0 2006 HydroCAD Software Solutions LLC Pond infil: infil Inflow Area = 0.118 ac, Inflow Depth > 3.72" for 10-Yrevent Inflow = 0.54 cfs @ 12.01 hrs, Volume= 0.036 of Outflow = 0.04 cfs @ 13.20 hrs, Volume= 0,036 af, Atten= 93%, Lag= 71.1 min Discarded = 0.04 cfs @ 13.20 hrs, Volume= 0.036 of Routing by Star-Ind method, Time Span= 1.00-30.00 hrs, dt=0.05 hrs Peak Elev= 108.27' @ 13.20 hrs Surf.Area= 1,296 sf Storage= 656 cf Plug-Flow detention time= 157.9 min calculated for 0.036 of (100%of inflow) Center-of-Mass det. time= 157.8 min ( 931.6 - 773.8 ) Volume Invert Avail Storage Storage Description #1 107.00' 1,426 cf 24.00'W x 54.00%x 2.75'H Prismatold 3,564 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 0.00' 1.020 Whir Exfiltration over Wetted area pliscarded OutFlow Max=0.04 cfs @ 13.20 hrs HW=108.27' (Free Discharge) T--1=Exf1iItrati1on (Exfiltration Controls 0.04 cfs) Pond infil: infil Hydrograph 0.6.; cfs Discarded 0.55- Inflow Area=0.1 18 ac 0.5- Peak E lov=108.27' , 0.45-, S torage--6 56 cf 0.4- 0.35 0.3- U. 0,25--' 0.2- 0.15-- 0.1 0.05 1. 1 11 ION o.oa ors 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 25 26 27 28 29 30 Time (hours) 100-Year Storm P=7.0 inches developed Type 11124-hr 100-Yr Rainfall=700" Prepared by Andover Consultants, Inc. HydroCAD@ 8.00 s/n 002099 @ 2006 HydroCAD Software Solutions LLC Subcatchment 1: dev 1 Runoff = 0.47 cfs @ 12.03 hrs, Volume= 0.031 af, Depth= 3.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Yr Rainfall=7.00" Area (sf) CN Description 680 98 Paved parking & roofs 4,368 61 >75% Grass cover, Good, HSG B 5,048 66 Weighted Average 4,368 Pervious Area 680 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 Direct Entry, Subcatchment 1: dev 1 Hydrograph Runoff 0.5- 0.4 cis - PSI/ Type III 24-hr 100-Yr 4 0.45-. Rainfall=7.00" OA Runoff Area=5,048 sf 0.35- Runoff Volume=0.031 of 7 0.3- 11 Runoff Depth=3.20" 0 0.25- Tc-1.6 min IL 0.2 CN=66 0.15 0.1 0.05 07;77,7 0 Y­'� 22 23 24 25 26 27 28 29 30 9 10 11 12 '1'5 1 5' 6 3 16 1 1 19 Time (hours) developed Type ///24-hr 100-Yr Rainfall=700" Prepared by Andover Consultants, Inc. HydroCAD@ 8.00 s/n 002099 C 2006 HydroCAD Software Solutions LLC Subcatchment 2: dev 2 Runoff = 0.36 cfs @ 12.05 hrs, Volume= 0.024 af, Depth= 3.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Yr Rainfall=7.00" Area (sf) CN Description 488 98 Paved parking & roofs 3,347 61 >75% Grass cover, Good, HSG B 3,835 66 Weighted Average 3,347 Pervious Area 488 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 20 0.0250 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 70 0.0450 3.42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.8 90 Total Subcatchment 2: dev 2 Hydrograph 0.4, 0 Runoff 0.38- 0.as cfs 0.36: -; -hr 1 00-Yr Type 11124 0.34= 0.32 Rainfall-7.00" 0.3, 0.28- Runoff. Area.=3,835 sf 0.26 Runoff Volume=0.024 of 0.24 0.22 Runoff Depth=3.20" 9 0.2 E 0.18-� Flow Length=90' 0.16- Tc=2.8 min OA4: 0.12: 0.1- 0.08. 0.06, O.W 0,02: 0 ....... 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 1 4 Time (hours) developed Type 11124-hr 100-Yr Rainfall=7.00" Prepared by Andover Consultants, Inc. HydroCAD@ 8.00 s/n 002099 Q 2006 HydroCAD Software Solutions LLC Subcatchment 3: dev 3 Runoff = 0.70 cfs @ 12.01 hrs, Volume= 0,048 af, Depth= 6.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Yr Rainfall=7.00" Area (sf) CN Description 3,520 98 Paved parking & roofs 662 61 >75% Grass cover, Good, HSG B 4,182 92 Weighted Average 662 Pervious Area 3,520 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cf S) 0.8 50 0.0300 1.03 Sheet Flow, n= 0.016 P2= 3.10" 0.2 35 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1'0 85 Total Subcatchment 3: dev 3 Hydrograph D Runoff 0.75-: 0.70 cfs 03 Type III 24-hr 1 00-Yr 0.65 Rainfall=7.00" 0.6 0.55- Runoff Area=4,182 sf 0.5w: Runoff Volume=0.048 of T 0.45- OA Runoff Depth- -6.05": LL 0.35 7 Flow Length=85' 0.37 slope=0.0300 '/' 0,25-. Tc=1.0 min 0.2-- 0.15 CN=92 0.1-: 0.05 ...... ........ ........ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) developed Type 111 24-hr 100-Yr Rainfall=700" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 ©2006 HydroCAD Software Solutions LLC Subcatchment 4: Front roof Runoff = 0.17 cfs @ 12.01 hrs, Volume= 0.012 af, Depth> 6.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Yr Rainfall=7.00" Area (sf) CN Description 940 98 rooff 940 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, Subcatchment 4: Front roof Hydrograph 0.18 Runoff 0.17, oncfs 0.16- Type III 24-hir 100-Yr 0.15- 014 Rainfall=7.00"' :' 0.13•: Runoff Area=940 sf 0.12: Runoff Volume=0.012 of 0.1 Runoff Depth>6.76" 0 0.09. LL 0.08, Tc=1.0 miry 0.07 CN=9$ 0.06 0.05: x,, 0.04 0.03 0.02.:. 0.01: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) developed Type ///24-hr 100-Yr Rainfall=7.00" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 ©2006 HydroCAD Software Solutions LLC Reach sum: sum Inflow Area = 0.233 ac, Inflow Depth = 1.59" for 100-Yr event Inflow = 0.47 cfs @ 12.03 hrs, Volume= 0.031 of Outflow = 0.47 cfs @ 12.03 hrs, Volume= 0.031 af, Atten= 0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt=0.05 hrs Reach sum: sum Hydrograph ®Inflow 0.4709 Outflow 0.5 0.47ds Inflow Area=0.233 ac 0.45.. N 0.4._ 0.35- 0.3 0 0.25- 4 r 0.2 0.15- x' 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 25 26 27 28 29 30 Time (hours) developed Type 11124-hr 100-Yr Raihfall=7 00" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 0 2006 HydroCAD Software Solutions LLC Pond 1 P: CB Inflow Area = 0.096 ac, Inflow Depth = 6.05" for 100-Yrevent Inflow = 0.70 cfs @ 12.01 hrs, Volume= 0.048 of Outflow = 0.70 cfs @ 12.01 hrs, Volume= 0.048 af, Atten= 0%, Lag= 0.0 min Primary = 0.70 cfs @ 12.01 hrs, Volume= 0.048 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt=0.05 hrs Peak Elev= 107.76' @ 12.01 hrs Flood Elev= 110.35' Device Routing Invert Outlet Devices #1 Primary 107.25' 8.0" x 14.0' long Culvert Ke= 0.500 Outlet Invert= 107.00' S= 0.0179 '/' Cc= 0.900 n= 0.011 Primary OutFlow Max=0.68 cfs @ 12.01 hrs HW=107.75' (Free Discharge) t-1=Culvert (Inlet Controls 0.68 cfs @ 2.41 fps) Pond 1 P: CB Hydrograph Ef Inflow Primary ry 0.70 ds 0.75 0.70 cfs Inflow Are a' =0.096 ac 0.7 "C 0.65' Peak El6v=1 07.76 0.6- 0.55 8.0 x 14.0' Culvert 0.5 7 0.451: 0.4: 0 "e 0.35-: 0.31. 0.25" 0.2 1 M 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 25 26 27 28 29 30 Time (hours) developed Type /1124-hr 100-Yr Rainfall=7 00" Prepared by Andover Consultants, Inc. HydroCADO 8.00 s/n 002099 C 2006 HydroCAD Software Solutions LLC Pond infil: infil Inflow Area = 0.118 ac, Inflow Depth > 6.18" for 100-Yrevent Inflow = 0.87 cfs @ 12.01 hrs, Volume= 0.061 of Outflow = 0.04 cfs @ 14.06 hrs, Volume= 0,061 af, Atten= 95%, Lag= 122.7 min Discarded = 0.04 cfs @ 14.06 hrs, Volume= 0.061 of Routing by Star-Ind method, Time Span= 1.00-30.00 hrs, dt=0.05 hrs Peak Elev= 109.46' @ 14.06 hrs Surf.Area= 1,296 sf Storage= 1,277 cf Plug-Flow detention time=298.3 min calculated for 0.060 of (100% of inflow) Center-of-Mass det. time=298.2 min ( 1,060.4 - 762.2 ) Volume Invert Avail.Storage Storage Description #1 107.00' 1,426 cf 24.00'W x 54.001 x 2.75'H Prismatoid 3,564 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 0.00' 1.020 Whir EA11tration over Wetted area Discarded OutFlow Max=0.04 cfs @ 14.06 hrs HW=109.46' (Free Discharge) T--1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond infil: infil Hydrograph 0'95:: 0.8 ds Discarded 0.9 Inflow Area=O 118 ac 0.85: 0.8' Peak Elev=109.46 0.75 0.7- Storage=1 ,277 cf 0.65-1 0.55- 0.5:z o 0.45' U. 0.41 0.35' 0.25 0.2' 0.15.: 0.05 0 ............... M1111 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Drainage Divide Maps b I I B a Z; 3 I l I �, II II I I pis I I iil I a 1 I I 1 I I 1\ 7- I I I W I — W I fY I / , ----! ---- 116"vd eo 30m 0 a&= --- ,/ I MAWIAV4 AD 30d amuma- ! r I / I 1 I J r J i I 11 V I I I d I 0 I I i 1 I I I I I p 1 1 i I I i I I I I � I rE4 I I I V1 I I I 4 fit n r I W t ----1--cwt eo 3NO WMG ---3 � I I (n I 1 i I r� 1 i It I ti p I I // W I / I I m I 8: