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HomeMy WebLinkAbout2010-10-05 Stormwater Review Report - Stormwater Report - 351 WILLOW STREET 7/26/2010 HYDROLOGIC ANALYSIS OF 351 Willow Street South North Andover, MA July 26,2010 Prepared for: Muffin Realty Trust 351 Willow Street South North Andover, MA 01845 Prepared by: The Neve-Morin Group, Inc. 447 Old Boston Road-US Route I Topsfield, MA 01983 INDEX Hydrologic Aunalysls Pao Preface .............................. ................. I-2 Hydrologic Summary.... ....................^ ................................ - TJ8GS Topography Map........................................................ 4 TTQ[)A Soils Map.................. ................................................ 5 Routing Diagram ------------ d 2-yeur storm.............................................. 7'22 {U-Ycor storm...—........ ------ .......... 23-38 25-ycmr storm............................................ 39-54 Pre-Development l00-yenr storm............ -----.............. 55-70 Post-Development Routing Diagram-----------.- 7l 2-veor storm............................................ 72-97 l0-veur storm.......................................... g�-}�� 25-ye8r storm........................................... I24-l4g 1 storm........................................ l50-l75) S\ozoomva1nr Management Calouludoum-------.---- 176'181 First Defense Sizing& M.ASTEP Evaluation....................... 182'188 Stoznzwzhez Management Forms ........................................... ]84-19� Operation and Maintenance P!an--------.------ 194-195) Soil Evaluation Forms ..... -.........___................................... l96-20I Hydrologic Soil Properties ....................................... ?02 � Page 1 HYDROLOGIC ANALYSIS The proposed project involves the expansion of the existing parking lot in the front of the existing facility. The area were the proposed parking lot expansion is located is currently manicured landscape areas and woods. The soils on the site, as shown on Soil Conservation Service maps, in the vicinity of the proposed parking lot expansion are shown as Whitman loam which has a hydrologic soil group classification of"D". The two soil evaluations performed on the property in the vicinity of the proposed stormwater management chambers showed a parent material of sand with approximately 25 inches to 50 inches of fill over the old topsoil and subsoil. Based on this we used a more conservative hydrologic soil group of "C" for any wooded or open space areas instead of the "D" hydrologic soil group represented on the soil survey maps. Hydrologic soil group "C" was also used in calculating the required recharge volume instead of the "D"hydrologic soil group. The purpose of this analysis is to design an onsite drainage system which complies with the DEP's and Town of North Andover's Stormwater Management Standards. This analysis was performed using the U.S. Soil Conservation Service (S.C.S) method of analysis contained in Technical Release #20 (TR-20) published by the U.S. Conservation Service. The model used for this calculation is referred to as Hydro-Cad. Hydro-Cad is a computer aided design program for analyzing the hydrology and hydraulics of storm water runoff. It utilizes the latest techniques of both fields to accurately predict the consequences of any given storm event. This analysis allows the engineer to verify that a given drainage system is adequate for the area under consideration, and further allows the engineer to predict where flooding or erosion are most likely to occur. This model was used to analyze the storm drainage system designed for the development in order to demonstrate that the drainage system is in compliance with the DEP's &Town of North Andover's Stormwater Management Standards. The proposed drainage system consists of existing catch basins, First Defense Units and stormwater chambers. This proposed system treats,mitigates and infiltrates stormwater runoff as required by the Stormwater Management Standards. The proposed drainage system not only treats the proposed new impervious areas but also treats some of the existing paved surfaces which currently are only treated by a catch basin. The analysis was performed by examining two design points. Design Point 1 is an existing drainage manhole located south east of the existing entrance into the property. This manhole is receiving runoff from the existing site via a 15 inch diameter reinforced concrete pipe. Design Point 2 is an existing catch basin located on the westerly side of Willow Street South and located south east from the existing entrance to the property. This catch basin receives flow from Willow Street South as well as flow from paved areas, landscape areas and wooded areas located on our site. The drainage system has been designed so that post developed flow rates have been mitigated for all storm events (see Hydrologic Summary). f? Z The drainage system has been designed to achieve the required 80% total suspended solids removal requirement. The stormwater chambers have been designed to meet both the water quality volume requirement as well as the required recharge to groundwater. Page 3 HYDROLOGY SUMMARY Post Dleveloped( ) [All values in CFS] Storm Ew t Desi n Point 2 10 25 100 1 6.63 9.64 10.90 11.85 (6.57) (9.53) (10.76) (11.64) 2 0.92 1.59 1.96 2.50 (0.69) (1.14) (11.39-1 7 5) J L 39 41ge �t ,rr _ J X � ® ® ® 3 Vhl 38 WE �• ° • . • w 3 />' r �/ � ® ♦ � _ �.1�1._ '- 1, •�J f��"? v o ' Soil Map—Essex County,Massachusetts,Northern Part (Soil Survey Map) P n n n 326450 326500 326650 326600 326650 326700 326750 326800 326850 326900 42°39'27" 42°39'27" LA LA � rn W � p � 4 I _ I tr., .� is "• R�2a th + h� �} {�i��. _�� �4 - ��, tr t i N `t g - c56T � � 1 i t Y k t � V 42°39'16° 326450 326500 326550 326600 326650 326 00 326 50 326800 326850 326900 M Map Scale:1:2,400 if printed on A size(8,5"x 11")sheet. N Meters r 0 30 60 120 180 Feet 0 100 200 400 600 Natural Resources S r-A I-E Z Vic= t Web Soil Survey 9/1 112 0 0 9 Conservation Service National Cooperative Soil Survey Page 1 of 3 P ca P1 Design oint 1-Existing 2A l�t� 2C DMH Roof Area o Roof Roof Are To Roof Roof Ar a in Roof P2 Drai Dr in Ira in Des' n Point 2-Existin CB 4R -0 5R —� 6 ---- -- 8R Q—_— 4S CB2 DMH 5S Roof Drain Roof Drain Roof Drain Area Flowing To C82 Area Flowing To Existng CB 2R -0 3R R of Drain Roo rain Roof rain CB1 o CB2 1A 01B 1C 30S Roof Area To Roof Roof Area To Roof Drain Drain Roof Area To Roof Area Flowing To CB1 Drain pE51 C?N ho►NT OSUbcat Reach on Lltlk Drainage Diagram for Bake N Joy-Parking Lot Expansion-Pre Dev Prepared by The Neve-Morin Group, Inc., Printed 7/24/2010 HydroCAD®9.10 s/n 00401 0 2009 HydroCAD Software Solutions LLC 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type /// 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD(g)9.10 s/n 00401 @ 2009 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment IA: Roof Area To Roof Drain Runoff = 0.52 cfs @ 12.02 hrs, Volume= 0.038 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.160 98 Roof 0.160 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft WS) (ft/sec) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment IA: Roof Area To Roof Drain Hydrograph 0.55- 0-52 0.5 cis 0.5 -Type III 24-hr 0.45- Rainfall=3'10" 0-4 Runoff Area=O-'160 ac 0.35- Runoff Volume=O._038, af 30.3- Runoff-Depth=2.87" 0 LL 0.25- Flow Leng-th=70' 0.2' Slope=0.0050T 1 0.15 Tc=1 .6 min 0.1 CN=98 0.05 0 T 7,lfmt 0 1 2 3 4 5 6 7 8 9 10 11 7271774 1-5 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type /// 24-hr Rainfall=3.10 Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 O 2009 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1 : Roof Area T o Roof Drain Runoff = 0.52 cfs @ 12.02 hrs, Volume= 0.038 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.160 98 Roof 0.160 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 1 : Roof Area To Roof Drain Hy€irograph 0.55 0.52 cfs I —Runoff 0.45- ai fa = .1 " 0.4 f Area=OAW ac 0.35_ Runoff Volume=0.038 f 0 0.3' Ru _Depth ,/ _ rr 0.25_ Flow Length=70' 0.15 c®1 0 0.1- 0.05- 0 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) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type/1/ 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 9 Summary for Subcatch ent 1C: Roof Area To Roof Drain Runoff = 0.95 cfs @ 12.02 hrs, Volume= 0.069 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.290 98 Roof 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Sbcatch nt 1C: Roof Area To Roof Drain Hydrograph 1 0.95 cfs —Runoff Type iil24-hr ai ll= .1 "' Runoff Vol f Runoff N - v ® ® " 3 Flow Length=70' Slope=0.0050 '/' Tc=1 .6 min o . . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 11124-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 OO 2009 HydroCAD Soft\riare Solutions LLC Page 10 Summary for Subcatchrnent 2 : Roof Area To Roof Drain Runoff = 0.81 cfs @ 12.03 hrs, Volume= 0.060 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.250 98 Roof 0.250 100.00% Impervious Area Tc Length Slope Velocity Capacity Description - (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2A: Roof Area To Roof Drain Hydrograph 0.9- 0.85- 0.81 cfs —Runoff 0.8= 0.75_ _ _ Type -III r 0.7- - ae II= " 0.65_ _ _ - 0.6- 3 - Runoff u n re 0.55: Runoffogu e=- m _ f 0.5- 045 Runoff - " 0 a 0.47 Flow 0.35- 0.3 Ioo ®,' 0.25 Tc=l-®_ in 0.2: -- 0.15- = 98 0.1 - 0.05- 0- .. . 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) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type Ill 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD@9.10 s/n00401 @2009 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 2B: Roof Area To Roof Drain Runoff = 0.81 cfs @ 12.03 hrs, Volume= 0.060 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.250 98 Roof 0,250 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2B: Roof Area To Roof Drain Hydrograph 0.9 0.85- 0.81 Cs 0.8- 0.75- Type III 24-hr 0.7- Rainfall=11-0" 0.65 Runoff Area=0.250 ac 0.6- 0.55 Runoff Vo1ume=0.060 af 0.5-: Runoff Depth=2.87" 0.45 LL 0.4- Flow Length=75' 0,35-: SI r ope 0.0050 03- = T: 0.25- Tc=1.7 min 0.2- - CN=98 0.15' 0.1 0.05-: 0 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) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type ///24-hr Rainfall=3.10" Prepared by The Neve-[Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 2C: Roof Area To Roof Drain Runoff = 0.98 cfs @ 12.03 hrs, Volume= 0.072 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.300 98 Roof 0.300 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2C: Roof Area To Roof Drain Hydrograph 1_ 0.98 cfs —Runoff Type Ill ainf 11= .1 " Runoff = . c NRunoff Volume=0.072, Runoff t " U. Flow Length=75' Si = . s/® Tc=1.7 min =9 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) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 1/1 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD@ 9.10 s/n 00401 @ 2009 HydroCAD Software Solutions LLC Page 13 Summary for bcatchment 3S: Area Flowing To CB1 Runoff = 0.95 cfs @ 12.03 hrs, Volume= 0.069 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.290 98 Pavement 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0160 1.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 40 0.0120 0.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.3 45 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 145 Total Subcatchment 3S: Area Flowing To CB1 Hydrograph 1 0.95 cfs Type III 24-hr j Rainfall=3.10" Runoff Area=0.290 ac Runoff Volume=0.069 af Runoff Depth=2.87" 2 U- Flow Length=145' Tc=1.9 min CN=98 0 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) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 1/124-hr Rainfall=3.90" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 4S: Area Flowing To CB2 Runoff = 1.10 cfs @ 12.02 hrs, Volume= 0.079 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.330 98 Pavement 0.330 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 100 0.0300 1.59 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.2 45 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 145 Total Subcatchment S: Area Flowing To C 2 Hydrograph 1.10 cfs —Runoff Type III 24-hr infall® .1 " Runoff r .3 ac Runoff l a=0. 7 N Runoff e ® . 7 " _O U. Flow Len =14 ' to a= . 300 '/' � T =1. i --�JL CN=98 0 1 2 3 4 5 6 7 8 9 10 Ill2 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type /// 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s/n 00401 @ 2009 HydroCAD Software Solutions LLC Page 15 Summary for SubGatchment 5 : Area Flowing To Existng CB Runoff = 0.92 cfs @ 12.21 hrs, Volume= 0.086 af, Depth= 1.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.310 98 Pavement &Walks 0.180 74 >75% Grass cover, Good, HSG C 0.100 70 Woods, Good, HSG C 0.590 86 Weighted Average 0.280 47.46% Pervious Area 0.310 52.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 25 0.0350 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 10.6 70 0.0600 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 40 0.0120 1,76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 14.8 135 Total Subcatchment 5S: Area Flowing To Existng CB Hydrograph 0.92 cfs Type III 24-hr Rainfall=3.10" Runoff Area-0.590 ac Runoff Volume=0.086 af Runoff Depth=1.75" Flow Length=135' Tc=14.8 min CN=86 0 ...... 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) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 1/124-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 ydroCAD®9.10 s/n 00401 O 2009 HydroCAD Software Solutions LLC Page 16 Summary for Reach 1 : Roof Drain Inflow Area = 0.160 ac,100.00% Impervious, Inflow Depth = 2.87" Inflow = 0.52 cfs @ 12.02 hrs, Volume= 0.038 of Outflow = 0.52 cfs @ 12.03 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt 0.05 hrs Max. Velocity= 3.47 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.19 fps, Avg. Travel Time= 1.1 min Peak Storage= 12 cf @ 12.03 hrs Average Depth at Peak Storage-- 0.36' Bank-Full Depth= 0.50', Capacity at Bank-Full= 0.61 cfs 6.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 79.0' Slope= 0.0100 '/' Inlet Invert= 252.65', Outlet Invert= 251,86' Summary for ReachRoof Drain Inflow Area = 0.320 ac,100.00% Impervious, Inflow Depth = 2.87" Inflow = 1.04 cfs @ 12.03 hrs, Volume= 0.076 of Outflow = 1.05 cfs @ 12.03 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.20 fps, Min. Travel Time=0.3 min Avg. Velocity = 1.37 fps, Avg. Travel Time= 1.0 min Peak Storage= 20 cf @ 12.03 hrs Average Depth at Peak Storage= 0.39' Bank-Full Depth= 0.83', Capacity at Bank-Full= 2.37 cfs 10.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 80.0' Slope= 0.0100 T Inlet Invert= 251.86', Outlet Invert= 251.06' 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 11124-hr Rainfall=3. 10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 OO 2009 HydroCAD Software Solutions LLC Page 17 Summary for ReachRoof Drain Inflow Area= 0.610 ac,100.00% Impervious, Inflow Depth = 2.87" Inflow = 1.99 cfs @ 12.03 hrs, Volume= 0.146 of Outflow = 2.00 cfs @ 12.04 hrs, Volume= 0.146 af, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.94 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.61 fps, Avg. Travel Time= 1.4 min Peak Storage= 55 cf @ 12.04 hrs Average Depth at Peak Storage= 0.51' Bank-Full Depth= 1.00', Capacity at Bank-Full= 3.86 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 136.0' Slope= 0.01007 Inlet Invert= 251.06', Outlet Invert= 249.70' Summary for Reach : Roof Drain Inflow Area = 0.250 ac,100.00% Impervious, Inflow Depth = 2.87" Inflow = 0.81 cfs @ 12.03 hrs, Volume= 0.060 of Outflow = 0.82 cfs @ 12.03 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 3.94 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.31 fps, Avg. Travel Time= 1.0 min Peak Storage= 17 cf @ 12.03 hrs Average Depth at Peak Storage= 0.38' Bank-Full Depth= 0.67', Capacity at Bank-Full= 1.31 cfs 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type Ill 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 18 8.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 81.0' Slope= 0.0100 '/' Inlet Invert-- 249.45', Outlet Invert- 248.64' Summary for Reach Roof Drain Inflow Area = 0.500 ac,100.00% Impervious, Inflow Depth = 2.87" Inflow = 1.63 cfs @ 12.03 hrs, Volume= 0.119 of Outflow = 1.64 cfs @ 12.04 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.68 fps, Min. Travel Time=0.4 min Avg. Velocity= 1.56 fps, Avg. Travel Time-= 1.1 min Peak Storage= 35 cf @ 12.04 hrs Average Depth at Peak Storage= 0.51' Bank-Full Depth= 0.83', Capacity at Bank-Full= 2.37 cfs 10.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 100.0' Slope= 0.0100'/' Inlet Invert= 248.64', Outlet Invert= 247.64' Summary for Reach 6R: Roof Drain Inflow Area = 0.800 ac,100.00% Impervious, Inflow Depth = 2.87" Inflow = 2.61 cfs @ 12.03 hrs, Volume= 0.191 of Outflow = 2.62 cfs @ 12.04 hrs, Volume= 0.191 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.27 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.75 fps, Avg. Travel Time= 0.9 min 2 Year Storm Event Bake Joy - Parking Lot Expansion - Pre Dev Type ///24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 19 Peak Storage=47 cf @ 12.04 hrs Average Depth at Peak Storage= 0.60' Bank-Full Depth= 1.00', Capacity at Bank-Full= 3.86 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 94.0' Slope= 0.0100'/' Inlet Invert= 247.64', Outlet Invert= 246.70' 1 Summary for Reach 7 : C 1 To G132 Inflow Area = 0.900 ac,100.00% Impervious, Inflow Depth = 2.87" Inflow = 2.94 cfs @ 12.04 hrs, Volume= 0.215 of Outflow = 2.95 cfs @ 12.04 hrs, Volume-- 0.215 A Atten=0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 7.86 fps, Min. Travel Time= 0.2 min Avg. Velocity= 2.55 fps, Avg. Travel Time= 0.7 min Peak Storage=42 cf @ 12.04 hrs Average Depth at Peak Storage= 0.48' Bank-Full Depth= 1.00', Capacity at Bank-Full= 6.29 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 113.0' Slope= 0.0265 '/' Inlet Invert= 249.60', Outlet Invert= 246.60' Summary for Reach : CB2 To DMH Inflow Area = 2.030 ac,100.00% Impervious, Inflow Depth = 2.87" Inflow = 6.61 cfs @ 12.04 hrs, Volume= 0.485 of Outflow = 6.63 cfs @ 12.04 hrs, Volume= 0.485 af, Atten= 0%, Lag= 0.2 min 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 11124-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD@ 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Paqe 20 Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 10.07 fps, Min. Travel Time= 0.2 min Avg. Velocity= 3.29 fps, Avg. Travel Time=0.7 min Peak Storage= 90 cf @ 12.04 hrs Average Depth at Peak Storage= 0.66' Bank-Full Depth= 1.25', Capacity at Bank-Full= 12.11 cfs 15.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 137.0' Slope= 0.0299 T Inlet Invert= 246.60', Outlet Invert= 242.50' 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type /// 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD09.10 s/n00401 @2009 HydroCAD Software Solutions LLC Page 21 Summary for on DPI: Design Point I - Existing DMH Inflow Area = 2.030ac,100.00% impervious, Inflow Depth = 2.87" Inflow = 6.63efs@ 12.04hrs, Volume= 0.485 of Primary = 6.63 cfs @ 12.04 hrs, Volume= 0,485 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Pond DPI: Design Point I - Existing DMH Hydrograph 7- 6.63 cis Inflow 2.030 ac 6 Inflow Area- 5- 4- 0 U. 3- 2- 0 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) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 111 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 22 Summary for Pond DP2: Design Point 2 - Existing C Inflow Area = 0.590 ac, 52.54% Impervious, Inflow Depth = 1.75" Inflow = 0.92 cfs @ 12.21 hrs, Volume= 0.086 of Primary = 0.92 cfs @ 12.21 hrs, Volume= 0.086 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Pond DP2: Design Point 2 - Existing C13 Hydrograph 1 0.92 cfs --Inflow Primary N U 3 O LL 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) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type H/24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD@ 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 1Roof Area To Roof Drain Runoff = 0.77 cfs @ 12.02 hrs, Volume= 0.058 af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.160 98 Roof 0.160 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 1 : Roof Area To Roof Drain Hydrograph 0.85 0.8- 0.77 cfs —Runoff 0.75: II 0.7_ 1' r 0.65-_ _ ' f 1= . " 0.6 Runoff r . 0.55 0.5 . off_ N 0.45 . Runoff " .2 0.4 0.35 Flow ®7 0.3: ' ® . T- 0.25 =1 f 0.2_ - _ . 0.15 0.1 0.05- 0 ...... ........ 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) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 11124-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 1B: Roof Area To Roof Drain Runoff = 0.77 cfs @ 12.02 hrs, Volume= 0.058 af, Depth= 4.31 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.160 98 Roof 0.160 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 1 : Roof Area To Roof Drain Hydrograph 0.85 0.8- F0.77 cfs —Runoff 0.75 0.7- Type 111 -_ -r 0.65- ainfall= " 0.6 Runoff 0.55 Area= e 1 N 0,5 Runoff of e= 0.45_ Runoff 0 .l.0 .2 0.4- 0.35_ Flow Length=70' 0.3_ -- 'o ._ e= . . - 7' 0.25= 0.2- =1. r 0.15- = ._ 0.1- 0.05- 0-; 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) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type /// 24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 25 Summary for Sucac en 1 : Roof Area To Roof Drain Runoff = 1.40 cfs @ 12.02 hrs, Volume= 0.104 af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.290 98 Roof 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" ubctcment 1 C: Roof Area To Roof Drain Hydrograph 1.40 cfs —Runoff Type 1 Rainfall= "' Runoff = . N Runofft = 1" u- Flow Length=70' .Slope=0.0050 '/' Tc=1.6 min 0 . , .. . 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) 10 Year Storm Event Hake N Joy - Parking Lot Expansion - Pre Dev Type ///24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 2A: Roof Area To Roof Drain Runoff = 1.20 cfs @ 12.03 hrs, Volume= 0.090 af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.250 98 Roof 0.250 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2A: Roof Area To Roof Drain Hydrograph 1.20 cfs —Runoff Type: 111 r al 11= . ®® Runoff e c 3N RunoffIe= . f 1" 1Length=7 ' te= . ,/' Tc= .7 In o-,.. . . .. .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type/1/24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD0 9.1D s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 2Roof Area To Roof Drain Runoff = 1.20 cfs @ 12.03 hrs, Volume= 0.090 af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.250 98 Roof 0.250 100.00%o Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" ucatc entRoof Area To Roof Drain Hydrograph 1.20 cfs ®Runoff Type III i 1 = . " Runoff = . Runoff e= . Runoff N ® " 3 ' LLFlow Length=76' I = 7' = .7 min 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) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type Ill 24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 2C: Roof Area To Roof Drain Runoff = 1.45 cfs @ 12.03 hrs, Volume= 0.108 af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area_(ac) CN Description 0.300 98 Roof 0.300 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2C: Roof Area To Roof Drain Hydrograph 1.45 cfs —Runoff Type III24-hr i 1 = '® Runoff Area=0.300 ac Runoff- l --6= . f 3Runoff Depth=4.31" U. Flow Len ; =7 ' lope , '/' Tc=1.7 min o- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type Ili 24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD@)9.10 s/n00401 @ 2009 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 3S: Area Flowing To CB1 Runoff = 1.40 cfs @ 12.03 hrs, Volume= 0.104 af, Depth= 4.31 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.290 98 Pavement 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0160 1.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 40 0.0120 0.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.3 45 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 145 Total Subcatchment 3S: Area Flowing To CB1 Hydrograph 1.40 Cis T.ype III 24-hr Rainfall=4.55" Ruinoff Area=0.290 ac ZF Runoff Volume=0.104 af Runoff Depth=4.31" Flow Length=145' Tc=1.9 min CN=98 0 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) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type Ill 24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 30 Summary for Sucatchment S: Area Flowing To CB2 Runoff = 1.62 cfs @ 12.02 hrs, Volume= 0.119 af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.330 98 Pavement 0.330 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 100 0.0300 1.59 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.2 45 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 145 Total Subcatchent : Area Flowing To C 2 Hydrograph 1.62 cfs —Runoff Type III -° r ainfall= . °° Runoff Area=0.330 ac Runoff Iu e= .1 1 of 3 Runoff epth= 1°° LL Flow Len -1 to a=0. Tc= 1.2 mi n CN=98 �j L o-,. . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2 3 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type ///24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s/n 00401 @ 2009 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 5S: Area Flowing To Existng CIB Runoff = 1.59 cfs @ 12.20 hrs, Volume= 0.150 af, Depth= 3.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.310 98 Pavement&Walks 0.180 74 >75% Grass cover, Good, HSG C 0.100 70 Woods, Good, HSG C 0.590 86 Weighted Average 0.280 47.46% Pervious Area 0.310 52.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 25 0.0350 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 10.6 70 0.0600 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 40 0.0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 14.8 135 Total Subcatchment 5S: Area Flowing To Existng CIB Hydrograph 1,59 cfs TYpe III 24-hr Rainfall=4.55" Runoff Area=0.590 ac Runoff Volume=0.1 50 af Runoff DePth=3.05" Flow Longth=135' Tc=14.8 min CN=86 0 11 2 13 4 5 6 7;- 8' 9' 10 11 'l 21'3''-1'4' 11 '1,6 "17 18 19 20, 2''1, 22 23 24 25 26 27 28 29 30 Time (hours) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type III 24-hr rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 32 Summary for Reach 1 R: Roof Drain Inflow Area = 0.160 ac,100.00% Impervious, Inflow Depth = 4.31" Inflow = 0.77 cfs @ 12.02 hrs, Volume= 0.058 of Outflow = 0.61 cfs @ 12.00 hrs, Volume= 0.058 af, Atten= 21%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0,00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 3.47 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.34 fps, Avg. Travel Time= 1.0 min Peak Storage= 16 cf @ 12.00 hrs Average Depth at Peak Storage= 0.50' Bank-Full Depth= 0.50', Capacity at Bank-Full= 0.61 cfs 6.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 79.0' Slope= 0.0100 '/' Inlet Invert= 252.65', Outlet Invert= 251.86' Summary for Reach 2 : Roof Drain Inflow Area = 0.320 ac,100.00% Impervious, Inflow Depth = 4.31" Inflow = 1.40 cfs @ 12.02 hrs, Volume= 0.115 of Outflow = 1.38 cfs @ 12.03 hrs, Volume= 0.115 af, Atten= 1%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.50 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.55 fps, Avg. Travel Time= 0.9 min Peak Storage= 25 cf @ 12.03 hrs Average Depth at Peak Storage= 0.46' Bank-Full Depth= 0.83', Capacity at Bank-Full= 2.37 cfs 10.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 80.0' Slope= 0.0100 '/' Inlet Invert= 251.86', Outlet Invert= 251.06' 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type III 24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 O 2009 HydroCAD Software Solutions LLC Page 33 Summary for ReachRoof Drain Inflow Area = 0.610 ac,100.00% Impervious, Inflow Depth = 4.31" Inflow = 2.78 cfs @ 12.03 hrs, Volume= 0.219 of Outflow = 2.79 cfs @ 12.04 hrs, Volume= 0.219 af, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.34 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.82 fps, Avg. Travel Time= 1.2 min Peak Storage= 71 cf @ 12.04 hrs -Average Depth at Peak Storage= 0.63' Bank-Full Depth= 1.00', Capacity at Bank-Full= 3.86 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 136.0' Slope= 0.0100 T Inlet Invert= 251.06', Outlet Invert= 249.70' Summary for Reach 4 : Roof Drain Inflow Area = 0.250 ac,100.00% Impervious, Inflow Depth = 4.31" Inflow = 1.20 cfs @ 12.03 hrs, Volume= 0.090 of Outflow = 1.21 cfs @ 12.03 hrs, Volume= 0,,090 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.25 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.48 fps, Avg. Travel Time= 0.9 min Peak Storage= 23 cf @ 12.03 hrs Average Depth at Peak Storage= 0.50' Bank-Full Depth= 0.67', Capacity at Bank-Full= 1.31 cfs 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 11124-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 ydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Pace 34 8.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 81.0' Slope=0.0100'/' Inlet Invert= 249.45', Outlet Invert= 248.64' _ a Summary for Reach 5 : Roof Drain Inflow Area = 0.500 ac,100.00% Impervious, Inflow Depth = 4.31" Inflow = 2.41 cfs @ 12.03 hrs, Volume= 0.180 of Outflow = 2.42 cfs @ 12.04 hrs, Volume= 0.180 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.96 fps, Min. Travel Time=0.3 min Avg. Velocity = 1.76 fps, Avg. Travel Time= 0.9 min Peak Storage-49 cf @ 12.04 hrs Average Depth at Peak Storage= 0.69' Bank-Full Depth=0.83', Capacity at Bank-Full= 2.37 cfs 10.0" Round Pipe n= 0.012 Concrete pipe, finished Length-- 100.0' Slope= 0.0100 '/' Inlet Invert= 248.64', Outlet Invert= 247.64' Summary for Reach 6R: Roof Drain Inflow Area = 0.800 ac,100.00% Impervious, inflow Depth = 4.31" Inflow = 3.86 cfs @ 12.03 hrs, Volume= 0.288 of Outflow = 3.86 cfs @ 12.04 hrs, Volume= 0.288 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.60 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.98 fps, Avg. Travel Time= 0.8 min 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 11124-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD@ 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 35 Peak Storage= 65 cf @ 12.04 hrs Average Depth at Peak Storage= 0.82' Bank-Full Depth= 1.00', Capacity at Bank-Full= 3.86 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 94.0' Slope= 0.0100 ? Inlet Invert= 247.64', Outlet Invert= 246.70' Summary for Reach 1 To C 2 Inflow Area = 0.900 ac,100.00% Impervious, Inflow Depth = 4.31" Inflow = 4.19 cfs @ 12.03 hrs, Volume= 0.324 of Outflow = 4.21 cfs @ 12.04 hrs, Volume= 0.324 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 8.56 fps, Min. Travel Time= 0.2 min Avg. Velocity=2.88 fps, Avg. Travel Time= 0.7 min Peak Storage= 55 cf @ 12.04 hrs Average Depth at Peak Storage= 0.60' Bank-Full Depth= 1.00', Capacity at Bank-Full= 6.29 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 113.0' Slope= 0.0265 T Inlet Invert= 249.60', Outlet Invert= 246.60' Summary for Reach 8R: C 2 To DNIH Inflow Area = 2.030 ac,100.00% Impervious, Inflow Depth = 4.31" Inflow = 9.61 cfs @ 12.03 hrs, Volume= 0.730 of Outflow = 9.64 cfs @ 12.04 hrs, Volume= 0.730 af, Atten= 0%, Lag= 0.2 min 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type P1124-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 36 Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 10.93 fps, Min. Travel Time= 0.2 min Avg. Velocity= 3.72 fps, Avg. Travel Time= 0.6 min Peak Storage= 121 cf @ 12.04 hrs Average Depth at Peak Storage= 0.84' Bank-Full Depth= 1.25', Capacity at Bank-Full= 12.11 cfs 15.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 137.0' Slope= 0.0299 '/' Inlet Invert= 246.60', Outlet Invert=242.50' 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type /// 24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 ydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Pape 37 Summary for Pond 1: Design Point 1 - Existing Inflow Area = 2.030 ac,100.00% Impervious, Inflow Depth = 4.31" Inflow = 9.64 cfs @ 12.04 hrs, Volume= 0.730 of Primary = 9.64 cfs @ 12.04 hrs, Volume= 0.730 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Pond P1: Design Point 1 - Existing DMH Hydrograph 10- 9.64 cfs —Inflow —Primary 9- -Inflow Area-2.030 ac 8 7' 6- o - 0 5 LL 4- 3- 2- 0 0 1 2 " 3 4 5 6 7 8 9 10 777 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type ///24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 38 Summary for Pond DP2: Design Point 2 - Existing CB Inflow Area = 0.590 ac, 52.54% Impervious, Inflow Depth = 3.05" Inflow = 1.59 cfs @ 12.20 hrs, Volume= 0.150 of Primary = 1.59 cfs @ 12.20 hrs, Volume= 0.150 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Pond DP2: Design Point 2 - Existing C Hydrograph 1.59 cfs Inflow —Primary 0 LL 0- 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) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type /H 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s/n 00401 @ 2009 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment IA: Roof Area To Roof Drain Runoff = 0.91 cfs @ 12.02 hrs, Volurne= 0.068af, Depth= 5.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.35" Area (ac) CN Description 0.160 98 Roof 0.160 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 072 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment IA: Roof Area To Roof Drain Hydrograph 0.9i cfs Type III 24-hr Rainfall=5.35" Runoff Area=0.160 ac Runoff Volume=0.068 af 4� Runoff Depth=5.11" 3 .2 U. Flow Leng,th=70' Siope=0.0050 '/' Tc=1.6 min CN=98 0 RM ............. ........ 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) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type /// 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 1 : Roof Area To Roof Drain Runoff = 0.91 cfs @ 12.02 hrs, Volume= 0.068 af, Depth= 5.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.35" Area (ac) CN Description 0.160 98 Roof 0.160 100.00% Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 1 B: Roof Area To Roof Drain Hydrograph 1 0.91 cfs —Runoff Type III - r infall= . " Runoff Area=0.160 ac Runoff Volume=0.068 of 3Runoff Depth=5.11" 0 LL Flow Len n= l = . 5 '/' Tc-1.6 min = 8 0- 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) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type /// 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 41 Summary for Subcatc ent 1C: Roof Area To Roof Drain Runoff = 1.65 cfs @ 12.02 hrs, Volume= 0.124 af, Depth= 5.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.35" Area (ac) CN Description 0.290 98 Roof 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" u catchment 1C: Roof Area To Roof Drain Hydrograph 1.65 cfs —Runoff Type III r i1 = " Runoff = Runoff = . Runoff Depth=5.11" Flow 3 u =7 ® . '/' c=1. in 98 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) 25 Year Storm Event Hake N Joy - Parking Lot Expansion - Pre Dev Type 11124-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment 2A: Roof Area To Roof Drain Runoff = 1.42 cfs @ 12.03 hrs, Volume= 0.107 af, Depth= 5.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.35" Area (ac) CN Description 0.250 98 Roof 0.250 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2 : Roof Area To Roof Drain Hysdrograph 1.42 cfs —Runoff Type III -hr alinfall= .3 " Runoff re = Runoff V I = .1 7 af Runoff t = .11" LLFlow Len =7 Slope=0.0050 '/' Tc=1.7 min C 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 [0 21 22 23 24 25 26 27 28 29 30 Time (hours) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type ///24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD@9.10 s/n00401 @2009 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment 213: Roof Area To Roof Drain Runoff = 1.42 cfs @ 12.03 hrs, Volume= 0.107af, Depth= 5.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.35" Area (ac) CN Description 0.250 98 Roof 0.250 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2B: Roof Area To Roof Drain Hydrograph 1.42 cfs Type III 24-hr Rainfall=5.35" Runoff Area=0.250 ac Runoff Vo1ume=0.10 af Runoff Depth=5.11" U- Flow Length=75' Slope=0.00507' ® ® min CN=98 0- 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) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 11124-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment 2C: Roof Area To Roof Drain Runoff = 1.70 cfs @ 12.03 hrs, Volume= 0.128 af, Depth= 5.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.35" Area (ac) CN Description 0.300 98 Roof 0.300 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2C: Roof Area To Roof Drain Hydrograph 1.70 cfs —Runoff Type III 24-hr. " Runoff r = . c Runoff olu e= . 3 1 Runoff epth= '1 V` 4 Flow Len th= ° to e= ® ®,® c=1,7 min o- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 111 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 45 Summary for Su catchment S: Area Flowing To C131 Runoff = 1.65 cfs @ 12.03 hrs, Volume= 0.124 af, Depth= 5.11 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.35" Area (c) CN Description 0.290 98 Pavement 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0160 1.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 40 0.0120 0.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.3 45 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 145 Total ucatcment 3 o Area Flowing To CB1 Hydrograph 1.65 cfs —Runoff Type III ® r i f = " Runoff = Runoff Volume=0.124 af c Runoff t = .1 " Flow LL - t =1 Tc=1.9 min 0 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) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 111 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 46 Summary for Subcatchment 4S: Area Flowing To C2 Runoff = 1.91 cfs @ 12.02 hrs, Volume= 0.141 af, Depth= 5.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.35" Area (ac) CN Description 0.330 98 Pavement 0.330 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 100 0.0300 1.59 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.2 45 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 145 Total Subcatchent S: Area Flowing To C 2 Hydrograph 2 1.91 cfs - —Runoff Type III - r Rainfall=5.35" Runoff Area= .330 ac Runoff iglu e= .141 of N 3Runoff Depth=5.11" U. Flow Length=1 ' I e=0.03 '/' Tc=1 .2 min CN=98 j L 0 . 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) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type ///24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Pape 47 Summary for Subcatchment 5S: Area Flowing To Existng Runoff = 1.96 cfs @ 12.20 hrs, Volume= 0.187 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.35" Area (ac) CN Description. 0.310 98 Pavement &Walks 0.180 74 >75% Grass cover, Good, HSG C 0.100 70 Woods, Good, HSG C 0.590 86 Weighted Average 0.280 47.46% Pervious Area 0.310 52.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 25 0.0350 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 10.6 70 0.0600 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 40 0.0120 1.76 Shallow Concentrated Flow, Unpaved K_v= 16.1 fps 14.8 135 Total ubcatchmen 5S: Area Flowing To Existn CB Hydrograph 1.96 cfs —Runoff 2 III i �fa11= Q " Runoff Area=0.590 ae NRunoff Volume=0.187 0Run -off `- 1 u Flow Length=1 , Tc=14.8 min 0- .. 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) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 11124-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD@ 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Paqe 48 Summary for Reach 1 R: Roof Drain Inflow Area = 0.160 ac,100.00% Impervious, Inflow Depth = 5.11" Inflow = 0.91 cfs @ 12.02 hrs, Volume= 0.068 of Outflow = 0.62 cfs @ 12.20 hrs, Volume= 0.068 af, Atten= 32%, Lag= 10.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt 0.05 hrs Max. Velocity= 3.52 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.41 fps, Avg. Travel Time= 0.9 min Peak Storage= 16 cf @ 12.00 hrs Average Depth at Peak Storage= 0.50' Bank-Full Depth= 0.50', Capacity at Bank-Full= 0.61 cfs 6.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 79.0' Slope= 0.0100 T Inlet Invert= 252.65', Outlet Invert= 251.86' Summary for ReachRoof Drain Inflow Area = 0.320 ac,100.00% Impervious, Inflow Depth = 5.11" Inflow = 1.53 cfs @ 12.02 hrs, Volume= 0.136 of Outflow = 1.52 cfs @ 12.03 hrs, Volume= 0.136 af, Atten= 1%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.60 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.63 fps, Avg. Travel Time= 0.8 min Peak Storage= 26 cf @ 12.03 hrs Average Depth at Peak Storage= 0.48' Bank-Full Depth= 0.83', Capacity at Bank-Full= 2.37 cfs 10.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 80.0' Slope= 0.01007 Inlet Invert= 251.86', Outlet Invert= 251.06' 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type /it 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page_4_9 Summary for Reach 3 : Roof Drain Inflow Area = 0.610 ac,100.00% Impervious, Inflow Depth = 5.11" Inflow = 3.16 cfs @ 12.03 hrs, Volume= 0.260 of Outflow = 3.17 cfs @ 12.03 hrs, Volume= 0.260 af, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.47 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.92 fps, Avg. Travel Time= 1.2 min Peak Storage= 79 cf @ 12.03 hrs Average Depth at Peak Storage= 0.69' Bank-Full Depth= 1.00', Capacity at Bank-Full= 3.86 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 136.0' Slope= 0.0100 T Inlet Invert= 251.06', Outlet Invert= 249.70' Summary for Reach 4 rain Inflow Area = 0.250 ac,100.00% Impervious, Inflow Depth = 5.11" Inflow = 1.42 cfs @ 12.03 hrs, Volume= 0.107 of Outflow = 1.42 cfs @ 12.03 hrs, Volume= 0.107 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.28 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.56 fps, Avg. Travel Time= 0.9 min Peak Storage= 27 cf @ 12.04 hrs Average Depth at Peak Storage= 0.60' Bank-Full Depth= 0.67% Capacity at Bank-Full= 1.31 cfs 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dew Type 11124-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADC)9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 50 8.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 81.0' Slope= 0.0100 T Inlet Invert= 249.45', Outlet Invert= 248.64' Summary for Reach : Roof Drain Inflow Area = 0.500 ac,100.00% Impervious, Inflow Depth = 5.11" Inflow = 2.84 cfs @ 12.03 hrs, Volume= 0.213 of Outflow = 2.60 cfs @ 12.02 hrs, Volume= 0.213 af, Atten= 8%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.96 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.85 fps, Avg. Travel Time= 0.9 min Peak Storage= 55 cf @ 12.04 hrs Average Depth at Peak Storage= 0.83' Bank-Full Depth= 0.83', Capacity at Bank-Full= 2.37 cfs 10.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 100.0' Slope= 0.0100 '/' Inlet Invert= 248.64', Outlet Invert= 247.64' Summary for Reach 6R: Roof Drain Inflow Area = 0.800 ac,100.00% Impervious, Inflow Depth = 5.11" Inflow = 4.30 cfs @ 12.02 hrs, Volume= 0.341 of Outflow = 4.18 cfs @ 12.03 hrs, Volume= 0.341 af, Atten= 3%, Lag= 0.7 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.58 fps, Min. Travel Time= 0.3 min Avg. Velocity = 2.08 fps, Avg. Travel Time= 0.8 min 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type Ill 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 51 Peak Storage= 71 cf @ 12.03 hrs Average Depth at Peak Storage= 0.92' Bank-Full Depth= 1.00', Capacity at Bank-Full= 3.86 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 94.0' Slope= 0.0100 T Inlet Invert= 247.64', Outlet Invert= 246.70' a Summary for Reach 7R: CB1 To CB2 Inflow Area = 0.900 ac,100.00% Impervious, Inflow Depth = 5.11" Inflow = 4.82 cfs @ 12.03 hrs, Volume= 0.383 of Outflow = 4.84 cfs @ 12.04 hrs, Volume= 0.383 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Star-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 8.81 fps, Min. Travel Time= 0.2 min Avg. Velocity = 3.04 fps, Avg. Travel Time= 0.6 min Peak Storage= 62 cf @ 12.04 hrs Average Depth at Peak Storage= 0.66' Bank-Full Depth= 1.00', Capacity at Bank-Full= 6.29 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 113.0' Slope= 0.0265 T Inlet Invert= 249.60', Outlet Invert= 246.60' Summary for Reach : C 2 To DMH Inflow Area = 2.030 ac,100.00% Impervious, Inflow Depth = 5.11" Inflow = 10.84 cfs @ 12.03 hrs, Volume= 0.865 of Outflow = 10.90 cfs @ 12.04 hrs, Volume= 0.865 af, Atten= 0%, Lag= 0.3 min 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type !II 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 52 Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 11.15 fps, Min. Travel Time= 0.2 min Avg. Velocity = 3.91 fps, Avg. Travel Time= 0.6 min Peak Storage= 134 cf @ 12.04 hrs Average Depth at Peak Storage= 0.93' Bank-Full Depth= 1.25', Capacity at Bank-Full= 12.11 cfs 15.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 137.0' Slope= 0.0299 T Inlet Invert= 246.60', Outlet Invert= 242.50' 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type M 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7124/2010 HydroCAD@9.10 s/n00401 @2009 HydroCAD Software Solutions LLC Page 53 Summary for on DPI: Design Point I - Existing DMH Inflow Area = 2.030ac,100.00% impervious, Inflow Depth = 5.11" 1 nfl ow = 10.90cfs@ 12.04hrs, Volume= 0.865 of Primary = 10.90 cfs @ 12.04 hrs, Volume= 0.865 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Pond DPI: Design Point 1 - Existing DMH Hydrograph 12- 10 Gfs frIflo", 11- Inflow ®. ac 10- 9- 8 7- 6- 0 LL 5- 4- 3- 2 1 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 27 7 26 27 28 29 30 Time (hours) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 111 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 54 Summary for Pond DP2: Design Point 2 - Existing CB Inflow Area = 0.590 ac, 52.54% Impervious, Inflow Depth = 3.79" Inflow = 1.96 cfs @ 12.20 hrs, Volume= 0.187 of Primary = 1.96 cfs @ 12.20 hrs, Volume= 0.187 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Pond DP2: Design Point 2 - Existing C Hydrograph 2- 1.96 efs —Inflow - _ Inflow r . 0 1- - - U. 0 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 Event Bake N Joy - Parking Lot Expansion - Pre Dev Type /// 24-hr Rainfa]1=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/2412010 HydroCAD@9.10 s/n00401 @2009 HydroCAD Software Solutions LLC PKigt 55 Summary for Su catchment IA: Roof re ToRoof Drain Runoff = 1.11 cfs @ 12.02 hrs, Volume= 0.083 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfail=6.50" Area (ac) CN Description 0.160 98 Roof 0.160 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 1A: Roof Area To Roof Drain Hydrograph 1.11 cfs Type III 24-hr Rainfall=6.50" Runoff Area=0.160 ac no Volume=0.083 af Runoff Depth=6.26" 0 U. Flow Length=70' Slope=0.0050 '/' Tc=1.6 min CN=98 0 1 '' .. ..1- 1. 0 1 '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 Event Bake N Joy - Parking Lot Expansion - Pre Dev Type /// 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD@ 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment 1e Roof Area To Roof Drain Runoff = 1.11 cfs @ 12.02 hrs, Volume= 0.083 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.160 98 Roof 0.160 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 1 B: Roof Area To Roof Drain Hydrograph 1.11 cfs —Runoff 1 e l l l 4-h r infall= . " Runoff ra= . Runoff Volume=0.083 of N 3 Runoff ® a " 0 LL Flow Len = ' _ '17iope ' c=1. in CN=98 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 i 8 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type /I/24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/2412010 HydroCAD@9.10 s/n00401 @2009 HydroCAD Software Solutions LLC Page 57 Summary for Sub catch ment I C: Roof Area To Roof Drain Runoff = 2.01 cfs @ 12.02 hrs, Volume= 0.151 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.290 98 Roof 0.290 100.00% Impervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (Cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Sub catch ment 1C: Roof Area To Roof Drain Hydrograph 2.01 efs 2-- Type III 24-hr Rainfall=6.50" Runoff Area=0.290 ac Runoff Volume=0.151 af Runoff Depth=6.26" Flow Length-70' Slope=0.0050 '/' Tc=1.6 min CN=98 0 1 2 3 4 6 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 Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 111 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment 2A: Roof Area To Roof Drain Runoff = 1.73 cfs @ 12.03 hrs, Volume= 0.130 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.250 98 Roof 0.250 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2 : Roof Area To Roof Drain Hydrograph 177 cfs —Runoff Type III -h r mall= " Runoff Area=0.250 ac Runoff olu = .13 1- Runoff_ t = " 3 Flow Len h=7 Io e= '/' Tc=1.7 min 0 �j - 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 Event Bake N Joy - Parking Lot Expansion - Pre Dev Type ///24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD09.10 s/n00401 @2009 HydroCAD Software Solutions LLC Page 59 Summary for Subcatchment 213: Roof Area T o Roof Drain Runoff = 1.73 cfs @ 12.03 hrs, Volume= 0.130 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.250 98 Roof 0.250 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 013 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2B: Roof Area To Roof Drain Hydrograph 1.73 cis Type III 24-hr Rainfall=6.50" Runoff Area=0.250 ac Runoff Volume=0.130 af Runoff Depth=6.-26" 0 U- Flow Length=75' Slope=0.0050 '1' Tc=1.7 min CN=98 0 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 Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 11124-hr Rainfall=6.50° Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 60 Summary for Subcatchment 2C: Roof Area To Roof Drain Runoff = 2.07 cfs @ 12.03 hrs, Volume= 0.157 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.300 98 Roof 0.300 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchent 2C: Roof Area To Roof Drain Hydrograph 2.07 cfs —Runoff 2- Ty pe III ®hr ai ll= . " Runoff Area=0.300 ac NRunoff Volume=0.157of Runoff t = " Flow Lsen =75' to e= . 7' Tc=1.7 min 0- L I 0 1 2 3 4 5 6 7 8 9 10 71 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type ///24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD@9.10 s/n00401 @2009 HydroCAD Software Solutions LLC Page 61 Summary for Subcatchment 3S: Area Flowing To CB1 Runoff = 2.01 cfs @ 12.03 hrs, Volume= 0.151 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.290 98 Pavement 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0160 1.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 40 0,0120 0.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.3 45 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 145 Total Subcatchment 3S: Area Flowing To CB1 Hydrograph 2.01 cfs 2- Type III 24-hr Rainfall=6.50" Runoff Area=0.290 ac Runoff Volume=0.151 af Runoff Depth=6.26" .2 Flow Length=145' Tc=1.9 min CN=98 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 Event Bake N Joy - Parking Lot Expansion - Pre Dev Type ///24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 62 Summary for Subcatchment 4S: Area Flowing To CB2 Runoff = 2.32 cfs @ 12.02 hrs, Volume= 0.172 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.330 98 Pavement 0.330 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 100 0.0300 1.59 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.2 45 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 145 Total ucatchent S: Area Flowing To C132 Hydrograph 2.32 cfs I —Runoff Type III infall= .- " Runoff re = . 3 c Runoff Volume=0.172 of N 3 _ Runoff D fh= " 0 LL Flow Len th=14 1_ lope=0. 3 °I, Tc=1.2 min 0 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 Event Bake N Joy - Parking Lot Expansion - Pre Dev Type H/ 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9 10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 63 Summary for Sucach en 5Area Flowing To Existng Runoff = 2.50 cfs @ 12.20 hrs, Volume= 0.240 af, Depth= 4.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.310 98 Pavement &Walks 0.180 74 >75% Grass cover, Good, HSG C 0.100 70 Woods, Good, HSG C 0.590 86 Weighted Average 0.280 47.46% Pervious Area 0.310 52.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 25 0.0350 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 10.6 70 0.0600 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 40 0.0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 14.8 135 Total Subcatchment 5S: Area Flowing To Existng CB Hydrograph 2.50 cfs —Runoff Type III r " 2- Runoff = . N f V o Runoff f = Flow Longth=135' LL Tc=14.8 min 0 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 Event Bake N Joy - Parking Lot Expansion - Pre Dev Type Ill 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 64 Summary for Reach IR: Roof Drain Inflow Area = 0.160 ac,100.00% Impervious, Inflow Depth = 6.26" Inflow = 1.11 cfs @ 12.02 hrs, Volume= 0.083 of Outflow = 0.66 cfs @ 11.97 hrs, Volume= 0.083 af, Atten=40%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 3.45 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.50 fps, Avg. Travel Time= 0.9 min Peak Storage= 16 cf @ 12.00 hrs Average Depth at Peak Storage= 0.50' Bank-Full Depth= 0.50', Capacity at Bank-Full= 0.61 cfs 6.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 79.0' Slope= 0.0100 T Inlet Invert= 252.65', Outlet Invert= 251.86' Summary for Reach R: Roof Drain Inflow Area = 0.320 ac,100.00% Impervious, Inflow Depth = 6.26" Inflow = 1.71 cfs @ 12.02 hrs, Volume= 0.167 of Outflow = 1.71 cfs @ 12.03 hrs, Volume= 0.167 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.71 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.73 fps, Avg. Travel Time= 0.8 min Peak Storage= 29 cf @ 12.03 hrs Average Depth at Peak Storage= 0.52' Bank-Full Depth= 0.83', Capacity at Bank-Full= 2.37 cfs 10.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 80.0' Slope= 0.0100 T Inlet Invert= 251.86', Outlet Invert= 251.06' 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type I1124-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9 10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 65 Summary for Reach 3Roof Drain Inflow Area = 0.610 ac,100.00% Impervious, Inflow Depth = 6.26" Inflow = 3.72 cfs @ 12.02 hrs, Volume= 0.318 of Outflow = 3.72 cfs @ 12.03 hrs, Volume= 0.318 af, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.59 fps, Min. Travel Time= 0.4 min Avg. Velocity = 2.04 fps, Avg. Travel Time= 1.1 min Peak Storage= 90 cf @ 12.03 hrs Average Depth at Peak Storage= 0.79' Bank-Full Depth= 1.00', Capacity at Bank-Full= 3.86 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 136.0' Slope= 0.01007 Inlet Invert= 251.06', Outlet Invert= 249.70' Summary for Reach : Roof Drain Inflow Area = 0.250 ac,100.00% Impervious, Inflow Depth = 6.26" Inflow = 1.73 cfs @ 12.03 hrs, Volume= 0.130 of Outflow = 1.31 cfs @ 12.00 hrs, Volume= 0.130 af, Atten= 24%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.27 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.65 fps, Avg. Travel Time= 0.8 min Peak Storage= 28 cf @ 12.00 hrs Average Depth at Peak Storage= 0.67' Bank-Full Depth= 0.67', Capacity at Bank-Full= 1.31 cfs 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type Ill 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/2 412 0 1 0 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 66 8.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 81.0' Slope= 0.0100 '/' Inlet Invert= 249.45', Outlet Invert= 248.64' Summary for Reach 5R: Roof Drain Inflow Area = 0.500 ac,100.00% Impervious, Inflow Depth = 6.26" Inflow = 3.04 cfs @ 12.03 hrs, Volume= 0.261 of Outflow = 2.37 cfs @ 12.00 hrs, Volume= 0.261 af, Atten= 22%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.95 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.97 fps, Avg. Travel Time= 0.8 min Peak Storage= 55 cf @ 12.00 hrs Average Depth at Peak Storage= 0.83' Bank-Full Depth= 0.83', Capacity at Bank-Full= 2.37 cfs 10.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 100.0' Slope= 0.0100 T Inlet Invert= 248.64', Outlet Invert= 247.64' Summary for Reach 6R: Roof Drain Inflow Area = 0.800 ac,100.00% Impervious, Inflow Depth = 6.26" Inflow = 4.45 cfs @ 12.03 hrs, Volume= 0.417 of Outflow = 3.86 cfs @ 12.00 hrs, Volume= 0.417 af, Atten= 13%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.53 fps, Min. Travel Time= 0.3 min Avg. Velocity = 2.21 fps, Avg. Travel Time= 0.7 min 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type U124-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9 10 s/n 00401 O 2009 HydroCAD Software Solutions LLC Pane 67 Peak Storage= 74 cf @ 12.00 hrs Average Depth at Peak Storage= 1.00' Bank-Full Depth= 1.00', Capacity at Bank-Full= 3.86 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 94.0' Slope= 0.0100 T Inlet Invert= 247.64', Outlet Invert= 246.70' Summary for Reach 7 : CB1 To Inflow Area = 0.900 ac,100.00% Impervious, Inflow Depth = 6.26" Inflow = 5.72 cfs @ 12.03 hrs, Volume= 0.470 of Outflow = 5.74 cfs @ 12.04 hrs, Volume= 0.470 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 9.06 fps, Min. Travel Time= 0.2 min Avg. Velocity = 3.23 fps, Avg. Travel Time= 0.6 min Peak Storage= 71 cf @ 12.04 hrs Average Depth at Peak Storage= 0.75' Bank-Full Depth= 1.00', Capacity at Bank-Full= 6.29 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 113.0' Slope= 0.0265'/' Inlet Invert= 249.60', Outlet Invert= 246.60' Summary for Reach 8 : CB2 To DMH Inflow Area = 2.030 ac,100.00% Impervious, Inflow Depth = 6.26" Inflow = 11.83 cfs @ 12.03 hrs, Volume= 1.059 of Outflow = 11.85 cfs @ 12.03 hrs, Volume= 1.059 af, Atten= 0%, Lag= 0.3 min 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type 111 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed. 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software So9u#ions LLC Pa 68 Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 11.24 fps, Min. Travel Time= 0.2 min Avg. Velocity =4.16 fps, Avg. Travel Time= 0.5 min Peak Storage= 144 cf @ 12.03 hrs Average Depth at Peak Storage= 1.00' Bank-Full Depth= 1.25', Capacity at Bank-Full= 12.11 cfs 15.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 137.0' Slope= 0.0299 T Inlet Invert= 246.60', Outlet Invert= 242.50' 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Pre Dev Type /// 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAM9.10 s/n00401 @2009 HydroCAD Software Solutions LLC Page 69 Summary for Pond DP1: Design Point I - Existing DMH Inflow Area = 2.030 ac,100.00% impervious, Inflow Depth = 6.26" Inflow = 11.85 cfs @ 12.03 hrs, Volume= 1.059 of Primary = 11.85 cfs @ 12.03 hrs, Volume= 1.059 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Pond DP1: Design Point 1 - Existing DMH Hydrograph 13 F—inflow 12 11.85 cis Primary 11- Inflow Area=2.030 ac 10- 9- 8- 7- 0 6- 5- 4- 3- 2 1- 0- ..................... 0 1 2, i 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 Event Bake N Joy - Parking Lot Expansion - Pre Dev Type Ill 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 70 Summary for Pond DP2: Design Point 2 - Existing CB Inflow Area = 0.590 ac, 52.54% Impervious, Inflow Depth = 4.89" Inflow = 2.50 cfs @ 12.20 hrs, Volume= 0.240 of Primary = 2.50 cfs @ 12.20 hrs, Volume= 0.240 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Pond DP2: Design Point 2 - Existing C Hydrograph 2.50 cfs — Inflow Primary Inflow r = . 2 21 0 LL 1- - 0 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) n -7l P1 Design P int 1-Existing SS — �-0 11 R DMH Area Flowing To First Defense Unit 2 First Defense Unit 2 To DMH 12R zA / 2B 2C`, DM o DMH 4 Area Flow i g To Roof Area Flow i g To Roof D in 2P Design oint 2-Existing D in Dr in Roof Are in Roof CB 4R I —v 5R v 6R v 10R Q---_ � 4S 5S \---j Roof Drain Roof Drain Roof Drain C62 JDMH Area Flowing To CB2 Area Flowing To Existng CB _ 1R1 —D 2R Roo rain Roo rain Roo rain Exis B1 First Defense Unit 1 To SMA 1 A', 1 B CJ 30S Roof Area To Roof Area Flowing To Roof Roof Area To Roof Area Flowing To C131 Drain Drain Drain (�G51CxN POINT I ✓I .Sub cat Reach Link Drainage Diagram for Bake N Joy-Parking Lot Expansion-Post Dev Prepared by The Neve-Morin Group, Inc., Printed 7/24/2010 HydroCAD®9.10 s/n 00401 0 2009 HydroCAD Software Solutions LLC 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type/1/ 24-hr Rainfall=3.90" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC page 72 Summary for Subcatchment 1A: Roof Area To Roof Drain Runoff = 0.52 cfs @ 12.02 hrs, Volume= 0.038 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfal1=3.10" Area (ac) CN Description 0.160 98 Roof 0.160 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2=3.10" Subcatchment 1 : Roof Area To Roof Drain Hydrograph 0.55- 0.52 cfs I —Runoff 0.5 Type III 24- r 0.45_ ai fall=110" 0.4- u no rea= .1 c w 0.35 - oll You _ . f m _ 0 0.3 uno a h= . " u- 0.25 Flow Len t =7 ' 0.2_ - 0.15- c=1. do 0.1- C =98 0.05 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) 2 Year Storm Event Bake Joy - Parking Lot Expansion - Post Dev Type III 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HVdroCAD09 10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 73 Summary for SubcatchmentArea Flowing To Roof Drain Runoff = 0.52 cfs @ 12.02 hrs, Volume= 0.038 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.160 98 Roof 0.160 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 1 : Area Flowing To Roof Drain Hydrograph 0.55 0.52 cfs —Runoff 0.5 Type III 24-hr 0.45. ' ® . m e® 0.4- Runoff r - 0.35_ Runoff ' _ 3 0.3 Runoff- t }- " u- 0.25- Flow - ` 0.2 ' ®/® 0.15 i 0.1 0.05 0 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) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 11124-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HdroCAD®9.10 s/n 00401 O 2009 HvdroCAD Software Solutions LLC Page 74 Summary for Subcatchment 1C: Roof Area To Roof Drain Runoff = 0.95 cfs @ 12.02 hrs, Volume= 0.069 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.290 98 Roof 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 1C: Roof Area To Roof Drain Hydrograph 1 0.95 cfs I unoff Type III -hr i fall=3.1 " Runoff Area=0.290 ac NRunoff olu e= . f Runoff a the .87" LL Flow Len h= ' 1 e= . 'i' Tc=1 .6 mi o- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD09.10 s/n00401 @2009 HydroCAD Software Solutions LLC Page 75 Summary for Subcatchment 2A: Area Flowing To Roof Drain Runoff = 0.81 cfs @ 12.03 hrs, Volume= 0.060 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.250 98 Roof 0.250 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 073 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2A: Area Flowing To Roof Drain Hydrograph 0.9- 0.85- 0.81 cfs -hr 0.75- Type 11124 0.7-: Rainfa11=,110" 0.65-: 0.6- Runoff Area.=0.250 ac 0.55 Runoff Vo1-ume=0.060 af 0.5-: OA5-�- Runoff Depth=2.87" 0 : M 0.4-- Flow Length=75' 0.35-: gg 0.3- Slop.e=0.0050 'T 0.25 Tc=1.7 min 0,2-- 0.15-- CN=98 0.05-- 0 -—----—'j 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) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 76 Summary for Subcatchment 2B: Area Flowing To Roof Drain Runoff = 0.81 cfs @ 12.03 hrs, Volume= 0.060 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.250 98 Roof 0.250 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 26: Area Flowing To Roof Drain Hydrograph 0.9- . 0.85 0.81 cfs I —Runoff 0.8 0.75 Type.III 24- it 0.7 . - i fall=1 " 0.65 - 0.6. Runoffre =0.250 c 0.55" - Runoff' l_U = 6 . . f 3 0.45= - Runoff un - e . 7n 0 M 0.4 Flow Length=-75' 0.35 - 0.3 '1® 0.25- _ _ _ _ _ Tc=1-.7 min 0.2 . 0.15 4 0.1 0.05= 0 . 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) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 77 Summary for Subcatch ent C: Roof Area To Roof Drain Runoff = 0.98 cfs @ 12.03 hrs, Volume= 0.072 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type Ili 24-hr Rainfall=3.10" Area (ac) CN Description 0.300 98 Roof 0.300 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Sucatchent 2C: Roof Area To Roof Drain Hydrograph 1 0.98 cfs —Runoff Type III i 1 = " Runoff r = .3 Runofft - . of 3Runoff Depth=2.87" LL Flow ` = _ r,® c= 0- . 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) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 11124-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 78 Summary for Subcatchment 3S: Area Plowing To CB1 Runoff = 0.95 cfs @ 12.03 hrs, Volume= 0.069 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.290 98 Pavement 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0160 1.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 40 0.0120 0.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.3 45 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 145 Total Subcatchment 3S: Area Flowing To CB1 Hydrograph 1 0.95 cfs —Runoff Type Ili24-hr i ll= .1 " Runoff rea= . c Runoff Volume f Runoff e = " Flow en =1 ' Tc=1.9 min 0- L:;—,'--�' �' �' - 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) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 79 Summary for Sucatch et 4S: Area Flowing To Runoff = 0.96 cfs @ 12.02 hrs, Volume= 0.069 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.290 98 Pavement 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 100 0.0300 1.59 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.2 45 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.2 145 Total ucatc ent S: Area Flowing To Hydrograph 1-. 0.96 cfs —Runoff Type II24-hr 1 fall= .1 " Runoff Area=0.290 ae Runoff = . fA Runoff e f = " LLFlow Length=145' Slope=0.0300 '/' Tc=1.2 min =9 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) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 80 Summary for Subcatcment 5S: Area Flowing To Existng C Runoff = 0.69 cfs @a 12.13 hrs, Volume= 0.056 af, Depth= 1.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.220 98 Pavement&Walks 0.090 74 >75% Grass cover, Good, HSG C 0.030 70 Woods, Good, HSG C 0.340 89 Weighted Average 0.120 35.29% Pervious Area 0.220 64.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 80 0.0390 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" Subcatchent 5S: Area Flowing To Existng C Hydrograph 0.75 0.69 cfs 0.7._ —Runoff 0.65- Type III - r 0.6 'tnfall 3. " 0.55. 0.5 Runoff Area m3-_ .ac 0.45- Runoff olu e 3 0.4 Runoff pf 1. " ° 0.35- loge Length=80 0.3 Slope=0. 3_. _. -T 0.25 0.2- Tc=9:3 min 0.15- ^ 4 0.1 0.05- 0- 0 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) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s/n 00401 @ 2009 HydroCAD Software Solutions LLC Page 81 Summary for Subcatchment 6S: Area Flowing To First Defense Unit 2 Runoff = 0.94 cfs @ 12.02 hrs, Volume= 0.067 af, Depth= 2.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type ill 24-hr Rainfall=3.10" Area (ac) CN Description 0.280 98 Pavement &Walks 0.010 74 >75% Grass cover, Good, HSG C 0.290 97 Weighted Average 0.010 3.45% Pervious Area 0.280 96.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 45 0.0500 1.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 55 0.0260 1,33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.1 35 0.0450 4.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 135 Total Subcatchment 6S: Area Flowing To First Defense Unit Hydrograph 1 0.94 cfs Type Ill 24-hr Ra1nfall=3.1 0" Runoff Area=0.290 ac Runoff Volume=0.067 af Runoff Depth=2.76" Flow Length=135' Tc-1.3 min CN=97 0 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) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type Ill 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 82 Summary for Reach 1 R: Roof Drain Inflow Area = 0.160 ac,100.00% Impervious, Inflow Depth = 2.87" Inflow = 0.52 cfs @ 12.02 hrs, Volume= 0.038 of Outflow = 0.52 cfs @ 12.03 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 3.47 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.19 fps, Avg. Travel Time= 1.1 min Peak Storage= 12 cf @ 12.03 hrs Average Depth at Peak Storage= 0.36' Bank-Full Depth= 0.50', Capacity at Bank-Full= 0.61 cfs 6.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 79.0' Slope= 0.0100'/' Inlet Invert= 252.65', Outlet Invert= 251.86' Summary for Reach 2R: Roof Drain Inflow Area = 0.320 ac,100.00% Impervious, Inflow Depth = 2.87" Inflow = 1.04 cfs @ 12.03 hrs, Volume= 0.076 of Outflow - 1.05 cfs @ 12.03 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity=4.20 fps, Min. Travel Time= 0.3 min Avg. Velocity= 1.37 fps, Avg. Travel Time= 1.0 min Peak Storage= 20 cf @ 12.03 hrs Average Depth at Peak Storage= 0.39' Bank-Full Depth= 0.83', Capacity at Bank-Full= 2.37 cfs 10.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 80.0' Slope= 0.0100 T Inlet Invert= 251.86', Outlet Invert= 251.06' 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 11124-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 83 Summary for Reach 3Roof Drain Inflow Area = 0.610 ac,100.00% Impervious, Inflow Depth = 2.87" Inflow = 1.99 cfs @ 12.03 hrs, Volume= 0.146 of Outflow = 2.00 cfs @ 12.04 hrs, Volume= 0.146 af, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity=4.94 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.61 fps, Avg. Travel Time= 1.4 min Peak Storage= 55 cf @ 12.04 hrs Average Depth at Peak Storage= 0.51' Bank-Full Depth= 1.00', Capacity at Bank-Full= 3.86 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 136.0' Slope= 0.0100 '/' Inlet Invert= 251.06', Outlet Invert= 249.70' Summary for Reach 4R: Roof Drain Inflow Area = 0.250 ac,100.00% Impervious, Inflow Depth = 2.87" Inflow = 0.81 cfs @ 12.03 hrs, Volume= 0.060 of Outflow = 0.82 cfs @ 12.03 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 3.94 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.31 fps, Avg. Travel Time= 1.0 min Peak Storage= 17 cf @ 12.03 hrs Average Depth at Peak Storage= 0.38' Bank-Full Depth= 0.67', Capacity at Bank-Full= 1.31 cfs 2 Year Storm Event Bake N Joy - Parking Lot Expansion - most Dev Type 111 24-hr Rainfall=3. 10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Paqe 84 8.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 81.0' Slope= 0.0100 T Inlet Invert= 249.45', Outlet Invert= 248.64' Summary for Reach 5R: Roof Drain Inflow Area = 0.500 ac,100.00% Impervious, Inflow Depth = 2.87" Inflow = 1.63 cfs @ 12.03 hrs, Volume= 0.119 of Outflow = 1.64 cfs @ 12.04 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.68 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.56 fps, Avg. Travel Time= 1.1 min Peak Storage= 35 cf @ 12.04 hrs Average Depth at Peak Storage= 0.51' Bank-Full Depth= 0.83', Capacity at Bank-Full= 2.37 cfs 10.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 100.0' Slope= 0.0100 '/' Inlet Invert= 248.64', Outlet Invert= 247.64' Summary for Reach 6R: Roof Drain Inflow Area = 0.800 ac,100.00% Impervious, Inflow Depth = 2.87" Inflow = 2.61 cfs @ 12.03 hrs, Volume= 0.191 of Outflow = 2.62 cfs @ 12.04 hrs, Volume= 0.191 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.27 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.75 fps, Avg. Travel Time= 0.9 min 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 111 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 85 Peak Storage= 47 cf @ 12.04 hrs Average Depth at Peak Storage= 0.60' Bank-Full Depth= 1.00', Capacity at Bank-Full= 3.86 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 94.0' Slope= 0.0100 T Inlet Invert= 247.64', Outlet Invert= 246.70' Summary for Reach : Furst Defense Unit 1 To SMA Inflow = 1.32 cfs @ 12.04 hrs, Volume= 0.092 of Outflow = 1.32 cfs @ 12.04 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.66 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.46 fps, Avg. Travel Time= 0.9 min Peak Storage= 22 cf @ 12.04 hrs Average Depth at Peak Storage= 0.39' Bank-Full Depth 1.00', Capacity at Bank-Full= 4.12 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 77.0' Slope= 0.0134 T Inlet Invert= 249.20', Outlet Invert= 248.17' Summary for Reach 1Q : CB2 To DMH Inflow Area = 1.990 ac,100.00% Impervious, Inflow Depth = 2.31" Inflow = 5.17 cfs @ 12.03 hrs, Volume= 0.383 of Outflow = 5.18 cfs @ 12.04 hrs, Volume= 0.383 af, Atten= 0%, Lag= 0.2 min 2 Year Storm Event Bake H Joy - Parking Lot Expansion - Post Dev Type/1/ 24-hr Rainfall=3.90" Prepared by The Rleve-Morin Group, Inc. Printed 7124/2010 LydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 86 Routing by Dyn-Stor-Ind method, Time Span= O.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 9.45 fps, Min. Travel Time= 0.2 min Avg. Velocity = 3.08 fps, Avg. Travel Time= 0.5 min Peak Storage=49 cf @ 12.04 hrs Average Depth at Peak Storage= 0.57' Bank-Full Depth= 1.25', Capacity at Bank-Full= 12.12 cfs 15.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 90.0' Slope= 0.0300 T Inlet Invert= 246.60', Outlet Invert= 243.90' Summary for Reach 11 : First Defense Unit 2 To DNIH Inflow Area = 0.290 ac, 96.55% Impervious, Inflow Depth = 2.76" Inflow = 0.94 cfs @ 12.02 hrs, Volume= 0.067 of Outflow = 0.94 cfs @ 12.02 hrs, Volume= 0.067 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.82 fps, Min. Travel Time= 0.1 min Avg. Velocity= 1.55 fps, Avg. Travel Time= 0.2 min Peak Storage= 3 cf @ 12.02 hrs Average Depth at Peak Storage= 0.30' Bank-Full Depth= 1.00', Capacity at Bank-Full=4.96 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 16.0' Slope= 0.0194 T Inlet invert-- 244.50', Outlet Invert= 244.19' 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 11124-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 87 Summary for Reach 12 : DMH To DIVIH Inflow Area = 2.280 ac, 99.56% Impervious, Inflow Depth = 2.81" Inflow = 6.56 cfs @ 12.04 hrs, Volume= 0.534 of Outflow = 6.57 cfs @ 12.04 hrs, Volume= 0.534 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 10.02 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.89 fps, Avg. Travel Time= 0.2 min Peak Storage= 28 cf @ 12.04 hrs Average Depth at Peak Storage= 0.66' Bank-Full Depth= 1.25', Capacity at Bank-Full= 12.07 cfs 15.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 43.0' Slope= 0.0298 7' Inlet Invert= 243.78', Outlet Invert= 242.50' 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 11124-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 88 Summary for Pond 1 P. Exist. C1 Inflow Area = 0.900 ac,100.00% Impervious, Inflow Depth = 2.87" Inflow = 2.94 cfs @ 12.04 hrs, Volume= 0.215 of Outflow = 2.94 cfs @ 12.04 hrs, Volume= 0.215 af, Atten= 0%, Lag= 0.0 min Primary = 1.63 cfs @ 12.04 hrs, Volume= 0.123 of Secondary= 1.32 cfs @ 12.04 hrs, Volume= 0.092 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 250.29' @ 12.04 hrs Surf.Area= 0.000 ac Storage= 0.000 of Plug-Flow detention time= 0.2 min calculated for 0.215 of(100% of inflow) Center-of-Mass det. time= 0.2 min ( 754.3 - 754.1 ) Volume Invert Avail.Storage Storage Description #1 249.60' 0.001 of 4.00'D x 3.60'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 249,60' 12.0" Round Culvert L= 113.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 249.60'/246.60' S= 0.0265 T Cc= 0.900 n= 0.012 Concrete pipe, finished #2 Secondary 249.60' 12.0" Round Culvert L= 67.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 249.60'/249.20' S= 0.0060'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.56 cfs @ 12.04 hrs HW=250.27' TW=247.16' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.56 cfs @ 2.79 fps) Secondary OutFlow Max=1.27 cfs @ 12.04 hrs HW=250.27' TW=249.58' (Dynamic Tailwater) t-2=Culvert (Darrel Controls 1.27 cfs @ 3.19 fps) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=3. 10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 89 Ponca 1 P: Exist. C 1 Hydrograph 2.94 cfs ®Inflow 3._ _- ---Outflow Primary Inflow ® —Secondary Peak a ' 2- 1.63 cis 3 - 0 LL 1.32 cfs 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) 2 Year Storm Event Hake N Joy - Parking Lot Expansion - Post Dev Type //124-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 90 Stage-Discharge for Pond 1 P: Exist. CB1 Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs) 249.60 0.00 0.00 0.00 252.15 10.05 5.41 4.64 249.65 0.02 0.01 0.01 252.20 10.18 5.48 4.70 249.70 0.08 0.04 0.03 252.25 10.30 5.55 4.75 249.75 0.17 0.10 0.07 252.30 10.42 5.61 4.81 249.80 0.30 0.17 0.13 252.35 10.54 5.67 4.87 249.85 0.46 0.26 0.20 252.40 10.66 5.74 4.92 249.90 0.66 0.37 0.29 252.45 10.78 5.80 4.98 249.95 0.88 0.49 0.39 252.50 10.89 5.86 5.04 250.00 1.14 0.63 0.50 252.55 11.01 5.92 5.09 250.05 1.41 0.78 0.63 252.60 11.12 5.98 5.14 250.10 1.70 0.95 0.76 252.65 11.24 6.04 5.20 250.15 2.02 1.12 0.90 252.70 11.35 6.10 5.25 250.20 2.34 1.30 1.05 252.75 11.46 6.16 5.30 250.25 2.68 1.48 1.20 252.80 11.57 6.21 5.35 250.30 3.03 1.67 1.35 252.85 11.68 6.27 5.40 250.35 3.38 1.86 1.51 252.90 11.78 6.33 5.46 250.40 3.73 2.05 1.68 252.95 11.89 6.38 5.51 250.45 4.07 2.23 1.84 253.00 12.00 6.44 5.56 250.50 4.40 2.40 2.00 253.05 12.10 6.50 5.61 250.55 4.71 2.56 2.16 253.10 12.20 6.55 5.65 250.60 4.98 2.67 2.31 253.15 12.31 6.60 5.70 250.65 5.26 2.80 2.45 253.20 12.41 6.66 5.75 250.70 5.52 2.93 2.59 250.75 5.76 3.05 2.71 250.80 5.97 3.16 2.81 250.85 6.16 3.28 2.89 250.90 6.30 3.38 2.92 250.95 6.36 3.49 2.88 251.00 6.56 3.59 2.97 251.05 6.75 3.69 3.06 251.10 6.93 3.78 3.15 251.15 7.11 3.88 3.24 251.20 7.29 3.97 3.32 251.25 7.46 4.06 3.40 251.30 7.62 4.14 3.48 251.35 7.79 4.23 3.56 251.40 7.95 4.31 3.64 251.45 8.11 4.39 3.71 251.50 8.26 4.47 3.79 251.55 8.41 4.55 3.86 251.60 8.56 4.63 3.93 251.65 8.71 4.71 4.00 251.70 8.85 4.78 4.07 251.75 8.99 4.86 4.13 251.80 9.13 4.93 4.20 251.85 9.27 5.00 4.26 251.90 9.40 5.07 4.33 251.95 9.54 5.14 4.39 252.00 9.67 5.21 4.45 252.05 9.80 5.28 4.52 252.10 9.92 5.35 4.58 2 Year Storm Event Bake N Joy _ Parking Lot Expansion - Post Dev Type //I 24-hr Rainfall=3.10" Prepared h« The KJeVe-W4QriOGroup, Inc. Printed 7/24/2010 Stage`A rea-Sto rage for Pond I P: Exist. CB1 Elevation Storage Elevation Storage (feet) 240.60 0.000 262A5 U01 249.65 0.000 252.20 0.001 249.70 8.000 252.25 0.081 240.75 0.000 252.30 0.001 249.80 0.000 252.35 0.001 248.85 0.000 252.40 0.001 249M 0.000 252.45 0.001 249.85 0.000 252.50 U01 250.00 0.000 252.55 0.001 250.05 0.000 253.60 0M1 250.10 0.000 25Z65 UM1 250.15 0.000 252.70 0.001 250.20 0.000 252.75 0.001 250.25 0.080 252.80 0.001 250.30 0.000 252.85 0.001 250.35 8.000 252.80 0.001 250.40 0.000 252.95 0.001 250.45 0.000 253.00 0.001 250.50 0.000 253.05 0.001 250.55 0.000 253.10 0.001 250.60 0.000 353.15 0.001 250.65 0.800 25320 0.001 25070 UMO 250.75 0.000 250.80 0.000 250.85 0.000 250.90 0.000 250.05 0.000 251.00 0.000 251.05 0.000 251.10 0.000 251A5 0.000 251,20 0.000 251.25 0.000 25130 0.000 251.35 0D01 251.40 0.001 251.45 0.001 251.50 0.001 251.55 0.001 251.60 0.001 251.65 0.001 251J0 0.001 25175 0.001 251M 0.001 251.85 0.001 251.90 0.001 251.95 0.001 252.00 0.001 252.05 0.001 252.10 0.001 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 11124-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 92 Summary for Pond 2P: SMA Inflow = 1.32 cfs @ 12.04 hrs, Volume= 0.092 of Outflow = 0.56 cfs @ 12.17 hrs, Volume= 0.084 af, Atten= 57%, Lag= 8.0 min Primary = 0.56 cfs @ 12.17 hrs, Volume= 0.084 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 247.66' @ 12.17 hrs Surf.Area= 0.028 ac Storage= 0.026 of Plug-Flow detention time= 103.3 min calculated for 0.084 of(91% of inflow) Center-of-Mass det. time= 60.0 min ( 813.4 - 753.4 ) Volume Invert Avail.Storage Storage Description #1 246.30' 0.022 of 27.58'W x 44.001 x 3.21'H Stone Bed 0.089 of Overall - 0.035 of Embedded = 0.054 of x 40.0% Voids #2 246.80' 0.035 of Cultec R-280 x 36 Inside#1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L= 42.5 cf Overall Size= 47.0"W x 26.5"H x 8.001 with 1.00' Overlap 0.057 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 246,33' 12.0" Round Culvert L= 31.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 246.33'/244.19' S= 0.0690 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 246.90' 3.0" Vert. Orifice/Grate X 3.00 C= 0.600 #3 Device 1 249.00' 4.0' long Sharp-Crested Rectangular Weir 2 End Contractions) Primary OutFlow Max=0.56 cfs @ 12.17 hrs HW=247.65' TW=244.21' (Dynamic Tailwater) L1=Culvert (Passes 0.56 cfs of 3.43 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.56 cfs @ 3.81 fps) L3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type ///24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s/n 00401 O 2009 HydroCAD Software Solutions LLC Page 93 Pond 2 : SMA Hydrograph 1 , —inflow3,—r s � —Primary Peak� 1 ■ 66 1 ■ . _ N U 3 0 LL 0.56 cfs 0 0 1 2 3 4 5 6 7 $ 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 11124-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 O 2009 HydroCAD Software Solutions LLC Pade 94 Stage-Discharge for Pond 2P: SMA Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs) 246.30 0.00 247.32 0.39 248.34 0.81 249.36 3.86 246.32 0.00 247.34 0.40 248.36 0.82 249.38 4.09 246.34 0.00 247.36 0.41 248.38 0.83 249.40 4.34 246.36 0.00 247.38 0.42 248.40 0.83 249.42 4.58 246.38 0.00 247.40 0.43 248.42 0.84 249.44 4.84 246.40 0.00 247.42 0.45 248.44 0.84 249.46 5.09 246.42 0.00 247.44 0.46 248.46 0.85 249.48 5.36 246.44 0.00 247.46 0.47 248.48 0.86 249.50 5.62 246.46 0.00 247.48 0.48 248.50 0.86 246.48 0.00 247.50 0.49 248.52 0.87 246.50 0.00 247.52 0.50 248.54 0.87 246.52 0.00 247.54 0.51 248.56 0.88 246.54 0.00 247.56 0.52 248.58 0.88 246.56 0.00 247.58 0.53 248.60 0.89 246.58 0.00 247.60 0.54 248.62 0.90 246.60 0.00 247.62 0.55 248.64 0.90 246.62 0.00 247.64 0.56 248.66 0.91. 246.64 0.00 247.66 0.57 248.68 0.91 246.66 0.00 247.68 0.57 248.70 0.92 246.68 0.00 247.70 0.58 248.72 0.92 246.70 0.00 247.72 0.59 248.74 0.93 246.72 0.00 247.74 0.60 248.76 0.93 246.74 0.00 247.76 0.61 248.78 0.94 246.76 0.00 247.78 0.62 248.80 0.94 246.78 0.00 247.80 0.62 248.82 0.95 246.80 0.00 247.82 0.63 248.84 0.96 246.82 0.00 247.84 0.64 248.86 0.96 246.84 0.00 247.86 0.65 248.88 0.97 246.86 0.00 247.88 0.66 248.90 0.97 246.88 0.00 247.90 0.66 248.92 0.98 246.90 0.00 247.92 0.67 248.94 0.98 246.92 0.00 247.94 0.68 248.96 0.99 246.94 0.01 247.96 0.69 248.98 0.99 246.96 0.02 247.98 0.69 249.00 1.00 246.98 0.04 248.00 0.70 249.02 1.04 247.00 0.06 248.02 0.71 249.04 1.11 247.02 0.08 248.04 0.71 249.06 1.20 247.04 0.11 248.06 0.72 249.08 1.31 247.06 0.14 248.08 0.73 249.10 1.43 247.08 0.16 248.10 0.74 249.12 1.57 247.10 0.19 248.12 0.74 249.14 1.71 247.12 0.22 248.14 0.75 249.16 1.87 247.14 0.24 248.16 0.76 249.18 2.03 247.16 0.26 248.18 0.76 249.20 2.20 247.18 0.28 248.20 0.77 249.22 2.39 247.20 0.30 248.22 0.78 249.24 2.57 247.22 0.31 248.24 0.78 249.26 2.77 247.24 0.33 248.26 0.79 249.28 2.98 247.26 0.34 248.28 0.79 249.30 3.19 247.28 0.36 248.30 0.80 249.32 3.40 247.30 0.37 248.32 0.81 249.34 3.63 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 111 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 H rVdroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 95 Stage-Area-Storage for Pond Po SMA Elevation Storage Elevation Storage (feet) (acre-feet) (feet) (acre-feet) 246.30 0.000 248.85 0.049 246.35 0.001 248.90 0.050 246.40 0.001 248.95 0.051 246.45 0.002 249.00 0.051 246.50 0.002 249.05 0.052 246.55 0.003 249.10 0.052 246.60 0.003 249.15 0.053 246.65 0.004 249.20 0.053 246.70 0.004 249.25 0.054 246.75 0.005 249.30 0.055 246.80 0.006 249.35 0.055 246.85 0.007 249.40 0.056 246.90 0.008 249.45 0.056 246.95 0.009 249.50 0.057 247.00 0.010 247.05 0.012 247.10 0.013 247.15 0.014 247.20 0.015 247.25 0.016 247.30 0.018 247.35 0.019 247.40 0.020 247.45 0.021 247.50 0.022 247.55 0.023 247.60 0.025 247.65 0.026 247.70 0.027 247.75 0.028 247.80 0.029 247.85 0.030 247.90 0.031 247.95 0.032 248.00 0.033 248.05 0.035 248.10 0.036 248.15 0.037 248.20 0.038 248.25 0.039 248.30 0.040 248.35 0.041 248.40 0.042 248.45 0.043 248.50 0.044 248.55 0.045 248.60 0.045 248.65 0.046 248.70 0.047 248.75 0.048 248.80 0.049 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 11124-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7124/2010 i ydroCADO 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 96 Summary for Pond DPI: Design Point 1 - Existing DMH Inflow Area = 2.280 ac, 99.56% Impervious, Inflow Depth = 2.81" Inflow = 6.57 cfs @ 12.04 hrs, Volume= 0.534 of Primary = 6.57 cfs @ 12.04 hrs, Volume= 0.534 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Pond P1: Design Point 1 - Existing D H Hydrograph 7 6.57 cfs —Inflow —Primary 6 Inflow Area=2.280 5 4_ 3 0 LL 3 2 0 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) 2 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=3.10" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 97 Summary for Pond DPDesign Point 2 - Existing Inflow Area = 0.340 ac, 64.71% Impervious, Inflow Depth = 1.99" Inflow = 0.69 cfs @ 12.13 hrs, Volume= 0.056 of Primary = 0.69 cfs @ 12.13 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Pond : Design Point 2 - Existing CIB Hydrograph 0.75= 0.69 cfs —Inflow 0.7. —Primary 0.65- 0.6- 0.55_ 0.5- 0.45- 0.4 3 ti 0.35. 0.3- 0.25= 0.2 0.15 0.1- 0.05- 0 . . 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) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Npe /I/24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7124/2010 HydroCAD09.110 s/n00401 @2009Hyd-01 A 1-1 Sot ware Solutions LLCI Page 98 Summary for Subcatchment IA: Roof Area To Roof Drain Runoff = 0,77 ofs @ 12,02 hrs, Volume= 0.058 af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.160 98 Roof 0.160 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (1--f S) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment IA: Roof Area To Roof Drain Hydrograph 0.85- 0'8= F—67-7—c-f-s-1Runoff 0.75- T I ype III 24-hr 0.7- 0.6.5- Rainfal.1=4.55'® 0.61 Runoff Area=0.160 aC 0.55- 0.5- Runoff Volume=0.058 C—If 0.45- Runoff Depth=4.31-" 0.4 U- 0.35 jtR1 Flow Lelngth=70,' 0,3:1 Slope=0.0050 '11 0.25- T&1.6 -M in 0.2-- - 0,15'- CN=198 0.051 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) 10 Year Storm Event Bake N Joy - Parking Lot ExInansion - Post Dev Type /11 24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HVdroCAD09.1,0 s/n00401 @2009 Hyd,-oCf"%D Soflmtare Solutions LLC Page. 99 Summary for Subcatchment 1B: Area Flowing To Roof Drain Runoff = 0.77 cfs @ 12.02 hrs, Volume= 0.058 af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.160 98 Roof 0.160 100.00% Impervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment I B: Area Flowing To Roof Drain Hydrograph 0.85-- 0.8-- 0-77OfS I 0.75- 0-7-' 1 ype-111 0,65' R-;nfa11=4.55" 0.6-7 - Runoff Area=0.160 ac 0.55-z: 0.5- Runoff Volume=0.058 af 0.4,5-: Runoff-Depth=4.3-1 0 OA U- 0.35 Flow Length=70' 0.3. Slope=0.0050 T O.25 Tc=1.0^ min 0.2 - + 0.151 CN=11008 0.11 0.05-1. 0 ..........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) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type I// 24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7.124/2010 11ydroCAD@9,.10 s/nO0401 @2009 HydroCAD Software Solutions LLC Page 100 Summary for Subcatchment !C: Roof Area To Roof Drain Runoff = 1.40cfs@ 12.02hrs, Volume= 0.104af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.290 98 Roof 0.290 100.00% Impervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Su catchment IC: Roof Area To Roof Drain Hydrograph F-1—4-0cfs-1 Type Ili 24-hr Rai n1lal 1=4.15,5" Runoff Area=0.290 ac Runoff Vol ume=0.104 of Runoff Depth=4.31" .2 LL to Length=70' Slope=0.0050 9r I c='I.6 in CEW-98 0- ....... ..........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) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 1//24-hr Rainfall=4-55" Prepared by The Neve-Morin Group, Inc. Printed 7/2412010 HydroCAD®R 9.10 s/n 00401 @ 2009 HydroCAD Software Solutions LLC Page 101 Summary for Subcatchment 2A: Area Flowing To Roof Drain Runoff = 1.20 cfs @ 12.03 hrs, Volume= 0.090 af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0,05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.250 98 Roof 0.250 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2A: Area Flowing To Roof Drain Hydrograph F 1.20 cfs Type III 24-hr 1- Rainfall=4.55" Runoff Area=0.250 ac Runoff Volume=0.090 af Runoff Depth=4.31" Flow Len gth=75' u- Slope=0.0050 '/' Tc=1.7 in CN=98 & .. ..... ....... 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) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Tvoe 1/1 24-hr Rainfall=4.55" I- I I Prepared by The ".1eve-Morin Group, Inc. Printed 7/24/2010 HydroCAIL/@ 9.110 s/n 004011 Oc 2009 HvdMCAF'%Q Sotwtvare Solutions LLC Page 102 Summary for Subcatchment 2B: Area Flowing To Roof Drain Runoff = 1.20 cfs @ 12.03 hrs, Volume= 0.090 af, Depth= 4,31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.250 98 Roof 0.250 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfS) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2B: Area Flowing To Roof Drain Hydrograph F-1720 c—fs-1 Type III 24-hr Rainfall=4.55" Runoff Area=O-.2-5-0 arc Runoff Volume=0.090 of 47 3 Runoff Depth=4.31" 0 U. Flow Length=75' Slope-0.0050 '/' Tc=1.7 in ® 0 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) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type ///24-hr Rainfall=4.55" Prepared by The Neve-(Morin Group, Inc. Printed 7/2412010 HydroCAD@9.10 s/n00401 @2009 HydroCAD Software Solutions LLC Pagg_103 Summary for Subcatchment 2C: Roof Area To Roof Drain Runoff = 1.45 cfs @ 12.03 hrs, Volume= 0.108af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.300 98 Roof 0.300 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2C: Roof Area To Roof Drain Hydrograph F T—45-c—f s Type III 24-hr Rainfall=4.55" Runoff Area=0.300 ac Runoff Volu me=0.1 08 af Runoff Depth=4.31" .2 U. Flow Length=75' Slope=0.0050 '/' Te.= 1 .7 in CN=98 0 2 3 4 5 6 7 8 9 10 11 1-2­13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type III 24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 104 Summary for Subcatchment 3S: Area Flowing To C1 Runoff = 1.40 cfs @ 12.03 hrs, Volume= 0.104 af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.290 98 Pavement 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0160 1.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 40 0.0120 0.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.3 45 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 145 Total Subcatchment 3S: Area Flowing To C 1 Hydrograph 1.40 cfs g Runoff T.ype III ill= " 1- Runoff r = _. N Runoff olu = . Runoff = 1" Flow L, n =1 ' Tc=1 .9 min 0 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) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type ///24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD@9.10 sfn00401 @2009 HydroCAD Software Solutions LLC Page 105 Summary for Subcatchment 4S: Area Flowing To CB2 Runoff = 1.42 cfs @ 12.02 hrs, Volume= 0.104 af, Depth= 4.31 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.290 98 Pavement 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 100 0.0300 1.59 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.2 45 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 145 Total Subcatchment 4S: Area Flowing To CB2 Hydrograph F—14-2—Gfs-I Type III 24-hr Rainfail=4.55" Runoff Area=0.290 ac Runoff Volume=0.104 af Runoff Depth=4.31' 0 U- Flow Length=145' Slope=0.03007' Tc=1.2 min CN=98 0 7 9 1 0''LL 1 1..... '0 -�4-, 0 1 2 6' 12 13 14 15 16 17 1i 2 8 19 �1 3 5 26 27 28 29 30 Time (hours) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type U124-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD@ 9.10 s/n 00401 ©2009 HyddroCAD Software Solutions LLC Page 106 Summary for Subcatchment 5S: Area Flowing To Existng C Runoff = 1.14 cfs @ 12.13 hrs, Volume= 0.095 af, Depth= 3.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.220 98 Pavement&Walks 0.090 74 >75% Grass cover, Good, HSG C 0.030 70 Woods, Good, HSG C 0.340 89 Weighted Average 0.120 35.29% Pervious Area 0.220 64.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 80 0.0390 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" Subcatchent 5 : Area Flowing To Existng CB Hydrograph 1.14 ds o Runoff Type III 1 Rai nf 11= m Runoffree . c Runoffof e= of N Runoff a =3. " U. Flow Lei th= Mope= . T Tc=9.3 min 117J........... o , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type ///24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD@)9.10 s/n00401 @2009 HydroCAD Software Solutions LLC Page 107 Summary for Subcatchment 6S: Area Flowing To First Defense Unit 2 Runoff = 1.41 cfs @ 12.02 hrs, Volume= 0.101 af, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.55" Area (ac) CN Description 0.280 98 Pavement &Walks 0.010 74 >75% Grass cover, Good, HSG C 0.290 97 Weighted Average 0.010 3.45% Pervious Area 0.280 96.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 45 0.0500 1.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 55 0.0260 1.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.1 35 0.0450 4.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 135 Total Subcatchment 6S: Area Flowing To First Defense Unit 2 Hydrogmph 1.41 cfs Type III 24-hr Rainfall=4.55" Runoff Area=0.290 ac Runoff Volume=0.101 af Runoff Depth=4.20" Flow Length=1 35' Tc=1.3 min C " min CN=97 0 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) 10 Year Storm Event Bake N Joy - Parking of ?�pansion - Post Dev Tyne lit 24-hr Rainfall=4.55„ Prepared by The Cleve-Morin v1,0up, Inc. Printed 7124/2010 HydroCADO 9.10 s/�� 00401 Oc 2009 H droCAD Softvvare Solutions LLC Page_108 Summary for Reach I R: Roof Drain Inflow Area = 0.160 ac,100.00% Impervious, Inflow Depth = 4.31" Inflow = 0.77 cfs @ 12.02 hrs, Volume= 0.058 of Outflow = 0.61 cfs @ 12.00 hrs, Volume= 0.058 af, Atten= 21%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 3.47 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.34 fps, Avg. Travel Time= 1.0 min Peak Storage= 16 cf @ 12.00 hrs Average Depth at Peak Storage= 0.50' Bank-Full Depth= 0.50', Capacity at Bank-Full= 0.61 cfs 6.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 79.0' Slope= 0.0100 T Inlet Invert= 252.65', Outlet Invert= 251.86' Summary for Reach 2R: Roof Drain? Inflow Area = 0.320 ac,100.00% Impervious, Inflow Depth = 4.31" Inflow = 1.40 cfs @ 12.02 hrs, Volume= 0.115 of Outflow = 1.38 cfs @ 12.03 hrs, Volume= 0.115 af, Atten= 1%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.50 fps, Min_ Travel Time= 0.3 min Ava. Velocity = 1.55 fps, Avg. Travel Time= 0.9 min Peak Storage= 25 cf @ 12.03 hrs Average Depth at Peak Storage= 0.46' Bank-Full Depth= 0.83', Capacity at Bank®Full= 2.37 cfs 10.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 80.0' Slope= 0.0100 '/' Inlet Invert= 251.86`, Outlet Invert= 251.06' 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type Ill 24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, !nc. Printed 7/24/2010 HydroCAD©9.10 s{n 00401 ©2009 HydroCAD Soffirrare Solutions LLC Page 109 Summary for Reach 3 : Roof Drain InflowArea = 0.610 ac,100.00% Impervious, Inflow Depth = 4.31" Inflow = 2.78 cfs @ 12.03 hrs, Volume= 0.219 of Outflow = 2.79 cfs @ 12.04 hrs, Volume= 0.219 af, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.34 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.82 fps, Avg. Travel Time= 1.2 min Peak Storage= 71 cf @ 12.04 hrs Average Depth at Peak Storage= 0.63' Bank-Full Depth= 1.00', Capacity at Bank-Full= 3.86 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 136.0' Slope= 0.0100 7' Inlet Invert= 251.06', Outlet Invert= 249.70' Summary for Reach 4R: Roof Drain Inflow Area = 0.250 ac,100.00% Impervious, Inflow Depth = 4.31" Inflow = 1.20 cfs @ 12.03 hrs, Volume= 0.090 of Outflow = 1.21 cfs @ 12.03 hrs, Volume= 0.090 af, Atten= 0%, Lag= 0.4 ruin Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.25 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.48 fps, Avg. Travel Time= 0.9 min Peak Storage= 23 cf @ 12.03 hrs Average Depth at Peak Storage= 0.50' Bank-Full Depth= 0.67', Capacity at Bank-Full= 1.31 cfs 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type (1! 24-hr Rainfa((=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ^2009 HydroCAD Software Solutions LLC Page 110 8.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 81.0' Slope= 0.0100 T Inlet Invert= 249.45', Outlet Invert= 248.64' Summary for Reach 5R: Roof Drain Inflow Area = 0.500 ac,100.00% Impervious, Inflow Depth = 4.31" Inflow = 2.41 cfs @ 12.03 hrs, Volume= 0.180 of Outflow = 2.42 cfs @ 12.04 hrs, Volume= 0.180 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.96 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.76 fps, Avg. Travel Time= 0.9 min Peak Storage= 49 cf @ 12.04 hrs Average Depth at Peak Storage= 0.69' Bank-Full Depth= 0.83', Capacity at Bank-Full= 2.37 cfs 10.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 100.0' Slope= 0.0100 T Inlet Invert= 248.64', Outlet Invert= 247.64' Summary for Reach 6R: Roof Drain Inflow Area = 0.800 ac,100.00% Impervious, Inflow Depth = 4.31" Inflow = 3.86 cfs @ 12.03 hrs, Volume= 0.288 of Outflow = 3.86 cfs @ 12.04 hrs, Volume= 0.288 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.60 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.98 fps, Avg. Travel Time= 0.8 min 10 Year Storm Event Bake __ Joy - Parking Lot Expansion - Post Dev Tvae 11124-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 Hydror'ADO g 10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 111 Peak Storage= 65 cf @ 12.04 hrs Average Depth at Peak Storage= 0.82' Bank-Full Depth= 1.00', Capacity at Bank-Full= 3.86 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 94.0' Slope= 0.0100 T Inlet Invert= 247.64', Outlet Invert= 246.70' Summary for Reach 9 : First Defense Unit 1 To SMA Inflow = 1.90 cfs @ 12.04 hrs, Volume= 0.140 of Outflow = 1.90 cfs @ 12.04 hrs, Volume= 0.140 af, Atten= 0%, Lag= 0.2 ruin Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.13 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.66 fps, Avg. Travel Time= 0.8 min Peak Storage= 29 cf @ 12.04 hrs Average Depth at Peak Storage= 0.48' Bank-Full Depth= 1.00', Capacity at Bank-Full= 4.12 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 77.0' Slope= 0.0134 7' Inlet Invert= 249.20', Outlet Invert= 248.17' Summary for Reach IOR: (C. To DMH Inflow Area = 1.990 ac,100.00% Impervious, Inflow Depth = 3.47" Inflow = 7.52 cfs @ 12.03 hrs, Volume= 0.575 of Outflow = 7.54 cfs @ 12.04 hrs, Volume= 0.575 af, Atten= 0%, Lag= 0.2 min 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Tyre 1I124-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s/�� 00401 O 2009 HydrUCAD Sofh�vare Solutions LLC Page 112 Routing by Dyn-Star-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 10.37 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.47 fps, Avg. Travel Time= 0.4 min Peak Storage= 65 cf @ 12.04 hrs Average Depth at Peak Storage= 0.71' Bank-Full Depth= 1.25', Capacity at Bank-Full= 12.12 cfs 15.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 90.0' Slope= 0.0300 7' Inlet Invert= 246.60', Outlet Invert= 243.90' Summary for Reach 11R: First Defense Unit 2 To DWIH Inflow Area = 0.290 ac, 96.55% Impervious, Inflow Depth = 4.20" Inflow = 1.41 cfs @ 12.02 hrs, Volume= 0.101 of Outflow = 1.40 cfs @ 12.02 hrs, Volume= 0.101 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.39 fps, Min. Travel Time= 0.0 min Avg. Velocity= 1.75 fps, Avg. Travel Time= 0.2 min Peak Storage= 4 cf @ 12.02 hrs Average Depth at Peak Storage= 0.36' Bank-Full Depth= 1.00', Capacity at Bank-Full= 4.96 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 16.0' Slope= 0.0194 7' Inlet Invert= 244.50', Outlet Invert= 244.19' 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type ///24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7124/2010 HydroCAD®R 9.10 s/n00401 @2009HydroCADSof'Lware Solutions LL%'I Page 113 Summary for each 12R: DMH To DMH Inflow Area = 2.280 ac, 99.56% Impervious, Inflow Depth = 4.26" Inflow = 9.51 cfs @ 12.03 hrs, Volume= 0.809 of Outflow = 9.53 cfs @ 12.04 hrs, Volume= 0.809 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 10.87 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.27 fps, Avg. Travel Time= 0.2 min Peak Storage= 38 cf @ 12.04 hrs Average Depth at Peak Storage= 0.84' Bank-Full Depth= 1.25', Capacity at Bank-Full= 12.07 cfs 15.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 43.0' Slope= 0.0298T Inlet Invert= 243.78', Outlet Invert= 242.50' 10 Year Storm Event Hake N lov - Parking Lot Expansion - Post Dev T,vcae 11124-hr Rainfall=4.55" Prepared by The N eve=Mor inGroup, Inc. Printed 712412010 i drGCAD@0.10 s/n0040111 @2ry0ta urGCnvC.fN-VareSGIuLu:orS �LC -age 114 Summary for Pond 1 P: Exist. CB! Inflow Area = 0.900 ac,100.00% Impervious, Inflow Depth = 4.31" Inflow = 4.19 cfs @ 12.03 hrs, Volume= 0.324 of Outflow = 4.20 cfs @ 12.03 hrs, Volume= 0.324 af, Atten= 0%, Lag= 0.0 min Primary = 2.30 cfs @ 12.03 hrs, Volume= 0.184 of Secondary = 1.90 cfs @ 12.04 hrs, Volume= 0.140 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 250.47' @ 12.04 hrs Surf.Area= 0.000 ac Storage= 0.000 of Plug-Flow detention time= 0.2 min calculated for 0.323 of(100% of inflow) Center-of-Mass det. time= 0.2 min ( 746.7- 746.6 ) Volume Invert Avail.Storage Storage Description #1 249.60' 0.001 of 4.00'D x 3.60'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 249.60' 12.0" Round Culvert L= 113.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 249.60' /246.60' S= 0.0265 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished #2 Secondary 249.60' 12.0" Round Culvert L= 67.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 249.60'/249.20' S= 0.00607 Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.22 cfs @ 12.03 hrs H.W=250.45' TW=247.30' (Dynamic Tailwater) t®1=Culvert (Inlet Controls 2.22 cfs @ 3.13 fps) Secondary OutFlow Max=1.83 cfs @ 12.04 hrs HW=250.45' TW=249.67' (Dynamic Tailwater) t--2=Culvert (Barrel Controls 1.83 cfs @ 3.47 fps) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev 77vpe III 24-hr Rainfall=4.55" Prepared by The Neve-Morin Croup, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page_115 Pond I P: Exist. CBI Hydregraph 4.20 cfs —Inflow Outflow —Primary 4- - _ _ —Secondary Inflow 0.900 Peak Elev=250.47' 3- 2-30 cfs 3 0 LL 2 1.90 cfs 6 ✓ 9 § v 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) 10 Year Storm Event Bake IN Joy - Parking Lot Expansion - Post Deer Type ///24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, inc. Printed 7/24/2010 HydroCAD@9.10 s/nOINOIl @ 20V19 HydroCAD Software Sol utions LLIII Pa "1'116 Stage-Discharge for Pond 1 P: Exist. C1311 Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs) 249.60 0.00 OM 0.00 252-15 10.05 5.41 4.64 249.65 0.02 0.01 0.01 252.20 10.18 5.48 4.70 249.70 0.08 0.04 0.03 252.25 10.30 5.55 4.75 249.75 0.17 0.10 0.07 252.30 10.42 5.61 4.81 249.80 0.30 0.17 0.13 252.35 10.54 5.67 4.87 249.85 0.46 0.26 0.20 252,40 10.66 5.74 4.92 249.90 0.66 0.37 0.29 252.45 10.78 5.80 4.98 249.95 0.88 0A9 0.39 252.50 10.89 5.86 5.04 250.00 1.14 0.63 0.50 252.55 11.01 5.92 5.09 250.05 1.41 0.78 0.63 252.60 11.12 5.98 5.14 250.10 1.70 0.95 0.76 252.65 11.24 6.04 5,20 250.15 2.02 1.12 0.90 252.70 11.35 6.10 5.25 250.20 2.34 1.30 1.05 252.75 11.46 6.16 5.30 250.25 2.68 1.48 1.20 252.80 11.57 6.21 5.35 250.30 3.03 1.67 1.35 252.85 11.68 6.27 5.40 250.35 3.38 1.86 1.51 252.90 11.78 6.33 5.46 250.40 3.73 2.05 1.68 252.95 11.89 6.38 5.51 250.45 4.07 2.23 1.84 253.00 12.00 6.44 5.56 250.50 4.40 2.40 2,00 253.05 12.10 6.50 5.61 250.55 4.71 2.56 2.16 253.10 12.20 6.55 5.65 250.60 4.98 2.67 2.31 253.15 12.31 6.60 5.70 250.65 5.26 2.80 2.45 253.20 12.41 6.66 5.75 250.70 5.52 2.93 2.59 250.75 5.76 3.05 2.71 250.80 5.97 3.16 2.81 250.85 6.16 3.28 2.89 250.90 6.30 3.38 2.92 250.95 6.36 3.49 2.88 251.00 6.56 3.59 2.97 251.05 6.75 3.69 3.06 251,10 6.013 3.78 3.15 251.15 7.11 3.88 124 251.20 7.29 3.97 3.32 251.25 7.46 4.06 3.40 251.30 7.62 4.14 3.48 251.35 7.79 4.23 3.56 251.40 7.95 4.31 3.64 251,45 8.11 4.39 3.71 251.50 8.26 4.47 3.79 251.55 8.41 4.55 3.86 251.60 8.56 4.63 3.93 251.65 8.71 4.71 4.00 251.70 8.85 4.78 4.07 251.75 8.99 4.86 4.13 251.80 9.13 4.93 4.20 451.85 9.27 5.00 4.26 251.90 9.40 5.07 4.33 251.95 9.54 5.14 4.39 252.00 9.67 5.21 4.45 252.05 9.80 5.28 4.52 52.00 252.10 9.92 5.35 4.58 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /11 24-hr Rainfall=4.55" Prepared by The !eve-Morin Group, Inv. Printed 7/24/2010 HydroCAD®R 9.110 s/n00401 @2009 HydroCAD Software Solutions LVC Page 117 Stage-Area-Storage for Pond 11 P: Exist. CB1 Elevation Storage Elevation Storage (feet) (acre-feet) (feet) (acre-feet) 249.60 0.000 252.15 0.001 249.65 0.000 252.20 0.001 249.70 0.000 252.25 0.001 249.75 0.000 252.30 0.001 249.80 0.000 252.35 0.001 249.85 0.000 252.40 0.001 249.90 0.000 252.45 0.001 249.95 0.000 252.50 0.001 250.00 0.000 252.55 0.001 250.05 0.000 252.60 0.001 250.10 0.000 252.65 0.001 250.15 0.000 252.70 0.001 250.20 0.000 252.75 0.001 250.25 0.000 252.80 0.001 250.30 0.000 252.85 0.001 250.35 0.000 252.90 0.001 250.40 0.000 252.95 0,001 250.45 0.000 253.00 0.001 250.50 MOO 253.05 0.001 250.55 0.000 253.10 0.001 250.60 0.000 253.15 0.001 250.65 0.000 253.20 0.001 250.70 0.000 250.75 0.000 250.80 0.000 250.85 0.000 250.90 0.000 250.95 0.000 21551.00 MOO 251.05 0.000 251.10 0.000 251.15 0.000 251.20 0.000 251.25 0.000 251.30 0.000 251.35 0,001 251.40 0.001 251.45 0.001 251.50 0.001 251.55 0.001 251.60 0.001 251.65 0.001 251.70 0.001 251.75 0.001 251.80 0.001 251.85 0.001 251.90 0,001 251,95 0.001 252.00 0.001 f).1 O'O 252,05 U1 252.10 0.001 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Deg+ Tune Ill 24-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD0 9.10 s/n 00401 Q 2005 HvdroCAD Seft\vva,e Solutions LLC PagL i8 Summary for Pond 2P; SMA Inflow = 1.90 cfs @ 12.04 hrs, Volume= 0.140 of Outflow = 0.75 cfs @ 12.22 hrs, Volume= 0.132 af, Atten= 61%, Lag= 10.7 min Primary = 0.75 cfs @ 12.22 hrs, !Volume= 0.132 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 248.13' @ 12.22 hrs Surf.Area= 0.028 ac Storage= 0.036 of Plug-Flow detention time= 84.2 min calculated for 0.131 of(94% of inflow) Center-of-Mass det. time= 52.4 min (798.6- 746.2 ) Volume Invert Avail.Storage Storage Description #1 246.30' 0.022 of 27.68'W x 44.00'L x 3.21'H Stone Bed 0.089 of Overall - 0.035 of Embedded = 0.054 of x 40.0% Voids #2 246.80' 0.035 of Cultec R-280 x 36 Inside#1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.001 = 42.5 cf Overall Size=47.0"W x 26.5"H x 8.001 with 1.00' Overlap 0.057 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 246.33' 12.0" Round Culvert L= 31.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 246.33'/244.19' S= 0.0690 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 246.90' 3.0" Vert. Orifice/Crate x 3.00 C= 0.600 #3 Device 1 249.00' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(S) Primary OutFiow Max=0.74 cfs @ 12.22 hrs HW=248.13' TW=244.28' (Dynamic Taiiwater) 1_1=Culvert (Passes 0.74 cfs of 4.31 cfs potential flow) T-2=Orifi ceIG rate (Orifice Controls 0.74 cfs @ 5.06 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev T,vpe 11124-hr Rainfall=4.55" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s/n 00401 O 2009 HydroCAQ Software Solutions LLC Page 119 Pond 2P: SMA Hydrograph 2- 1.90 cis 4 Inflar —Primary Peak ■ ■ w - g d 0 1' 0.75 cfs gi 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) 1O Year Storm Event Bake NJoy - PaKking [ot Ex������D� - ���� ��� T�oe0 ��� rRa�/a8=455" Prepared by The NeVe-MorinG0DUp. /,nD. Printed 7724/2010 Stage-Discharge for Pond 2P: SMA Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet) (Cfs) (feet) (Cfs) (feet) (Cfs) (feet) (Cfs) 246.30 0.00 247.32 UQ 248.34 0.81 24938 3.88 246.32 0.00 247.34 0.40 248.36 0.82 249.38 4.09 246.34 0.00 247.30 0.41 248.38 0.83 248.40 4.34 246.30 0.00 247.38 0.42 248.40 0.83 240.42 4.58 246.38 0.00 247.40 0.43 248.42 0.84 249.44 4.84 248.40 0.00 247.42 0.45 248.44 0.84 249.48 5.09 246.42 0,00 247.44 0.40 248.48 0.85 249.48 5.36 246.44 0.00 247.46 047 24848 0.86 249.50 5.62 246.48 0.00 247.48 0.48 248.50 0.86 246.48 0.00 247.60 0.40 248.52 8.87 246.50 0.00 247.52 0.50 248.54 0�87 246.52 0.00 247.54 0.51 248.56 0.88 246.54 0.00 247.56 O�52 24&58 0.88 248.66 0.00 247.58 0.53 248.60 0.89 248.58 0.00 247.80 &54 248.62 0.90 246.60 0.00 247.62 0.55 248.84 0.90 246.02 0.00 247.64 0.56 248.88 091 246.64 0.00 247.66 0.57 248.68 0.91 240.68 0.00 247.68 0.57 248.70 0.02 240.68 0.00 247.70 0.58 248.72 0.92 246.70 0.00 247.72 &59 248.74 0.83 246.72 0.80 247.74 0.60 248.78 0.83 246.74 000 247.76 0.61 248.78 0.94 246.78 0.00 247.78 0.82 248.80 0.84 24878 UO 247.80 0.62 248.82 0.05 246.80 0.00 247.82 0.63 248.84 0.86 24&82 0.00 247.84 M4 248,86 0.96 24684 0.00 247.86 0.05 24888 0.07 24&86 0.00 247.88 &OO 248.90 M7 246.88 0.00 247.80 0.66 248.92 0.08 246.90 0.00 247.92 0.67 248.94 0.08 246.92 0.00 247.94 0.68 24896 &99 246.94 0.01 247.98 MS 248.98 0.99 246,98 0.02 247.98 0.09 249.00 1.00 246.98 0.84 24800 0.70 249.02 1.04 247.00 0.06 248.02 071 249.04 1.11 247.02 0.08 248.04 0.71 24M6 1.20 247.04 0.11 248.06 0.72 249.08 1.31 247.06 014 248.08 0.73 240�10 1.43 247.08 OAS 248.10 0.74 248,12 1.57 247.10 018 248.12 0.74 249.14 1.71 24T12 0.22 248.14 0.75 249.18 1.87 247.14 024 248.18 0,76 24918 2,03 247.16 0.26 248.18 0.76 249.20 2.20 24718 028 248,20 0.77 249.22 2,39 247.20 0.30 248,22 0,78 240.24 2.57 247�22 O.31 24824 0.78 24920 2,77 247.24 0.83 248.28 0.79 249.28 2.08 247.26 034 248.28 070 249.30 3.10 247.28 O.38 248.30 0.80 �4A�32 3�40 24730 037 24832 081 24934 3M 1O Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev 7�ype 24-hr Rainfa/l=4-55" Printed 7/2412010 Prepared by The N8Ve-Morin Group, Inc. Stage-A rea-Sto rage for Pond 2P: SMA Elevation Storage Elevation Storage (feet) (acre-feet) (feet) .... (acre-feet) 246.35 0.001 24&90 0.050 248,40 0.001 248.95 0.051 246.45 0.002 249.00 0.051 248.50 0.002 249.05 0.052 240.55 0.003 249.10 0.052 240.00 0.003 249.15 0.053 248.65 0.004 249.20 0.053 246.70 8.004 249.25 0.054 248.75 0.005 240.30 0,055 246.80 0,006 249,35 8.055 246.85 0.007 249.40 0.058 24690 0008 240.45 0.056 246.95 0.009 249.50 0.057 24TUO 0.010 24705 0.012 24T1O 0.013 247.15 0.014 247.20 0.015 247.25 0.016 247.30 0,018 247.35 0.019 24T40 0.020 247,45 0.021 24750 0.022 247.55 0.023 247.80 0.025 247.05 0.028 247.70 0.027 247.75 0.028 24T80 0.029 247,85 0.030 247.90 0.031 247.95 M32 24800 0.033 248.05 0.035 248.10 0.038 248.15 0.037 248.20 0.038 248.25 0,039 248.30 0.040 248.35 0.041 248.40 0.042 248.45 0.043 248.50 0.044 248.55 0,045 24&60 0.046 248.65 0.046 24870 0,047 248.75 0,048 24880 0.049 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 11124-hr Rainfall=4.55" Prepared by,The Neve-IA- in Group, Inc. Printed 7!24/2010 droCADO 9.10 s/n 00401 ©2009 uydroCAD Soffirare Solutions LLC Page 122 Summary for Pond DP1: Design Point I - Existing DMH Inflow Area = 2.280 ac, 99.56% Impervious, Inflow Depth = 4.26" inflow = 9.53 cfs @ 12.04 hrs, Volume= 0.809 of Primary = 9.53 cfs @ 12.04 hrs, Volume= 0.809 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Pond DPI: Design Point 1 - Existing D H Hydrograph 10 9.53 ds --Inflow ®Primary 9 Inflowr 8- 7 N 6 u v 4 3 . 2- r 0 ... 0 1 2 3 4 5 777 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) 10 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=4.55" Prepared by The Neve-Morin group, Inc. Printed 7/24/2010 Hvdro\"ADO 9.10 s/n 00401 Oc 2009 Hydror,ALr'jl Software Solutions-LLNC Page 123 Summary for Pond DP2: Design Point 2 - Existing CB Inflow Area = 0,340 ac, 64.71% impervious, Inflow Depth = 3,34" Inflow = 1.14 cfs @ 12.13 hrs, Volume= 0.095 of Primary = 1.14 cfs @ 12.13 hrs, Volume= 0.095 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Star-Ind method, Time Span= 0,00-30.00 hrs, dt= 0.05 hrs Pond DP2: Design Point 2 - Existing CB Hydrograph —Inflow 1.14 cfs --Primary Inflow Area=0.340 ac 0 LL 0 0 1 6 7 4 12 13 14 15 16 17 1 19 20 1 22 26 26 27 28 29 30 ' 8 10 11 Time (hours) 25 Year Storm Event Bake N Joy - Parking Lot Expan-sion - Po-st D—e-v Tvoe ///24-hr Rainfall=5.35" , Inc.Prepared by The Nevve-Morin Group Printed 7/24/2010 ware Solutions LLC Pao HydroCAD®R 9.10 s/n 00401 @ 2009 111y'dro'CAD Soft lo) Li -4e 124 Summary for Subcatchment IA: Roof Area To Roof Drain Runoff = 0.91 cfs @ 12.02 hrs, Volume= 0.068af, Depth= 5.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.35" Area (ac) CN Description 0.160 98 Roof 0.160 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfS) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 1A: Roof Area To Roof Drain Hydrograph r 0 9_ICTs I Type III 24-hr Rai nf al 1=55.3,15" Runoff _re a=0.160 ac Runoff Volume=0.068 af JT Runoff Depth=5.11" 0 U. Flow Len gth=70' Slope=0.0050 '1' I c=1.6 min CN=98 0_1 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) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type ///24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/2412010 HvdroCAD@)9.10 s/n00401 @ 2009 HydroCAD Software Solutions LLC Page 125 Summary for Subcatchment iB: Area Flowing To Roof Drain Runoff = 0.91 cfs @ 12.02 hrs, Volurne= 0.068af, Depth= 5.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.35" Area (ac) CN Description 0.160 98 Roof 0.160 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftfsec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment I B: Area Flowing To Roof Drain Hydrograph 1 0.91 cfs I Type III 24-hr Rai nfal W1.5.35" Runoff Area=0.160 ac Runoff Volume=0.068 af no Depth=5.111" 2 LL Flow Length=70' Slope=0.0050T Tc=1.6 min CN=98 0- ....... 6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type ///24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s'n 00411 @ 2009 H droCAD Softvvare Solutions LLC Page 126 .......... Summary for Subcatchment 1C: Roof Area To Roof Drain Runoff = 1.65 cfs @ 12.02 hrs, Volume= 0.124 af, Depth= 5.11 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rai,nfal 1=5.35" Area (ac) CN Description 0.290 98 Roof 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment IC: Roof Area To Roof Drain Hydrograph 1.65 cfs ®Runoff Type III 24-hr ® a i 1-1 f a Is I=5.3,55" Runoff Area=0-290 ac Runoff Volume=0.124 of Runoff Deplth=5.11" `L LL Flow Len gth=70' Slope=0.0050 '/' Tc=1.6 min CNq=98 0-1 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 W Time (hours) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 1//24-hr Rainfafi=5.35" Prepared by The Neve-M-rin Group, Inc. Printed 7/24/2010 HydroCAD@9.110 s/n00401 @2009HydroCAD Software Solutions LLC Page 127 Summary for Subcatchment 2A: Area Flowing To Roof Drain Runoff = 1.42 cfs @ 12.03 hrs, Volume= 0.107 af, Depth= 5.11 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.35" Area (ac) CN Description 0.250 98 Roof 0.250 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2A: Area Flowing To Roof Drain Hydrograph F-1742-cfs —Runoff Type ill 24-hr Rai nfal 1=5.305 Runoff Arye a=0.250 ac Ru noff Vol ume=O.107 af Runoff Depth=5.11 0 U. Flow Length=75' Slope=0.0050 '/' Tc=1.7 min C® 8 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) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev 7koe /11 24-hr Rainfall=5.35" Prepared by The Neve-Morin GrOup, inc. Printed 7/24/2010 LydroCADO 9.10 s/n O0401 @ 2009 HydroCAD Softvfare Solutions LLC Page 1280 Summary for SubcatGhment 2B: Area Flowing To Roof Drain Runoff = 1.42 cfs @ 12.03 hrs, Volume= 0.107 af, Depth= 5.11 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type Ill 24-hr Rainfall=5.35" Area (ac) CN Description 0.250 98 Roof 0,250 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2 : Area Flowing To Roof Drain Hydrograph F14_2_Gfs­1RurofF Type Ill 24-hr Rai nf al M115.305" Runoff Area=O-.2-50 ac Runoff Vold me=0.107 at Runoff Depth=5.11" .2 U. Flow Length=75' Slope=0.0050 '/' Tc=1.7 in CN=98 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) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /11 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAM 9.10 s/n 00401 @ 2009 HydroCAD Software Solutions LLC Page 129 Summary for Subcatchment 2C: Roof Area To Roof Drain Runoff = 1.70 cfs @ 12.03 hrs, Volume= 0.128 af, Depth= 5.11 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs; Type III 24-hr Rainfall=5.315" Area (ac) CN Description 0.300 98 Roof 0.300 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftfsec) (cfs) 17 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2C: Roof Area To Roof Drain Hydrograph 1.70 cfs Type III 24-hr Rainf2a'll=5.35" Runoff Area=0.300 ac Runoff Volume=0.128 af Runoff-Depth=5.-I V' .2 Flow Length=75' Slope=0.0050 '/' I c=1 .7 In CN=98 0 L�7 I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 212 23 24 25 26 27 28 29 30 Time (hours) 25 Year Storm Event Hake N Joy - Parking Lot Expansion - Post Dev 7"ype Ill 24-hr Rainfall=5.35" Prepared by The Neve-Moran Group, inc. Printed 7/24/2010 HydroCADMR 9.10 s/n 00401 ©2009 1-lydroCAD Software Solutions LLC Page 130 Summary for gubeatch ent 3S: Area glowing To CB1 Runoff = 1.65 cfs @ 12.03 hrs, Volume= 0.124 af, Depth= 5.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.35" Area (ac) CN Description 0.290 98 Pavement 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0160 1.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 40 0.0120 0.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.3 45 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 145 Total Subcatchment 3 ; Area Flowing To C1 Hydrograph 1.65 cfs I —Runoff Type MMM -hr _i f M[= . " Runoff Area=0.290 ac 1 Runoff Volume=0.124 af Runoff th- .11" U. Flow L. t =1 ' 1'c= . irt! 0 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) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s/n 00401 @ 2009 HydroCAD Softrvare 'Solutions LLC Page 131 Summary for Subcatchment 4S: Area Flowing To CB2 Runoff = 1.68 cfs @ 12.02 hrs, Volume= 0.124 af, Depth= 5.11 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.35" Area (ac) CN Description 0.290 98 Pavement 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 100 0.0300 1.59 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.2 45 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 145 Total Subcatchment 4S: Area Flowing To C132 Hydrograph 1-6-8 cfs —Runoff Type III 24-hr Rainfall=5.35" Runoff Area=0.290 ac Runoff Volume=0.124 of Runoff Depth=5.-1 1®. 0 U- Flow Length=145' Slope=0.0300 '/' Tc=1.2 min CN=98 L 07­__�,­�­�,­0 1 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) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev 7`ype /// 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group; Inc. Printed 7/24/2010 HvdroCAD@ 9.10 s/n 00401 ©2CC9 l'vdroC AD Software Solutions LLC Page 132 Suirn many for SubcatChlii®ent vS: Area rlowing To Ex➢st ig v® Runoff 1 1.39 cfs @ 12.13 hrs, Volume= 0.116 af, Depth= 4.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.35" _ Area (ac) CN Description v.220 98 Pavement &Walks 0.090 74 >75% Grass cover, Good, HSG C 0.030 70 Woods, Good, HSG C 0.340 89 Weighted Average 0.120 35.29% Pervious Area 0.220 64.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 80 0.0390 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" Subcatchment 5S: Area Flowing To Exiistng GCB Hydrograph 1.39 cfs —Runoff Type III ainfaII= " .un� area= .34 ac Runoff Volu e= .116 af Runoff e t =4.11®' O U. Flow Len fh= ' Sl®pe=0. 39® '/' Tc=9.3 min =89 0 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) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=5.35" Prepared by The Cleve-Morin Group. Inc. Printed 7/24/2010 HydroCAD@6.10 s/n00401 @ 2009 Hyd'r'oCAD Softvvare Solutions LLC Page 133 Surni—nany for Subcat Irnent IS: A rea FlowI ng —1®v Frst Defense I In," 2 LCI I L V M I F-iI L IV %J I L A. Runoff = 1.66cfs@ 12.02hrs, Volume= 0.121 aft Depth= 5.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.35" Area (ac) CN Description 0.280 98 Pavement (OX Walks U l -.Mu 1n -4 >75% Grass cover, Good, HSGI C 0.290 97 Weighted Average 0.010 3.45% Pervious Area 0.280 96.55% Impervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 45 0.0500 1.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 55 0.0260 1.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.1 35 0.0450 4.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 135 Total S k^mL Ckmen4 & A ,ea Flowing To First Defense 1%-11"llit 2 Hydrograph 1 1.66 ds I —T T 24 hr vne JT I- III -Rainfall=5.35 Runoff Area=0.290 ac Mu off Volume=0.121 of 0 Runoff Dept-111=5.00 U- Flow Length=13-5' Tc=1 .3 min G - 7 N=9 0 1 2 3 14 25 -0 Time (hours) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 024-hr Rainfall=5.35" p[epeared by The NeVe-MVriO Group, Inc. Printed 7/24L)O1O ��u0MKn��ry for Reach i��: Roo Of Inflow Area 0.1008c,100,00Y6 |nnperviVU8. |Of|0wDenth = 5.11" |nf|mw 0.91 cfs@ 13.02hrs. Vo|Unne= 0.068af {]u0mw = 0.02ds @ 12.20hra. Vo|ume= 0.008af. /\ften= 82Y6. Lag= 10.8min Routing byDyO-GtDF|nd method, Time Sp8n= 0.00-30.00hFS. dt= 0.05hFg Max. Ve|oCitv= 3.52fos. Min. Travel Time= 0.4 min Avg. Velocity = 1.41 fuo. /\VQ. Travel T|[D8= O.9min Peak Gturage= 16cƒ@12.00hrs Average Depth ot Peak Gtorage= O.5O' Bank-Full Oepth= O.5O'. Capacity otBank-Fu|i= 0.81 ofo 8.0" Round Pipe n= O.O12 Concrete pipe, finished LeOgih= 79.O' 8|0pe= O.O10DT Inlet |nvert= 252.G5' Outlet. � SLimmary for Reach 2R: Roof Drain Inflow Area Q�32D ��'1OO�OOY� |rnperviVun, (n�owOeCth = 5.11" |nf|0w 1.53CfS@ 121.02hrS. Vo|Wnle= 0.130af 1-1 (]utUOvv = 1.52cf$ @ 12.03hrg. Vo|ume= 0A388f. Aftt8n= 196, L@g= O.3 nl(n Flouting bvOyn-8tnpind method, Time Gpan= O.00-3O.00hra. dt= 0.D5hna Max. Ve|ooitv=4.5Ofps, Min. Travel Tirna= 0.3 min Avg. Velocity = 1.83fpa. Avg. Travel Timna= O.8min Peak 8tnr@ga= 26of@12.O3hra Average Depth at Peak GLVnege= O.48' Bank-Full Deoth= O,83'' Capacity otBanh-FuU= 2.37ofm 10.0" Round Pipe n= O.O12 Concrete pipe, finished Length= 8D.O' G}ope= O.010O\r Inlet |nvert= 251.88' Outlet |Rvert= 251O8' 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 11124-hr Rainfall=5.35" Prepared by The Neve-Merin Group, Inc. Printed 7/24/2010 HVdroCAD0 9.10 s/n 00401 ©2009 HydmCAD Software Solutions LLC Page_135 Summary for Reach 13R: Roof Drain Inflow Area = 0.610 ac,100.00% Impervious, inflow Depth = 5.11" Inflow = 3.16 cfs @ 12.03 hrs, Volume= 0.260 of Outflow = 3.17 cfs @ 12.03 hrs, Volume= 0.260 af, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.47 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.92 fps, Avg. Travel Time= 1.2 min Peak Storage= 79 cf @ 12.03 hrs Average Depth at Peak Storage= 0.69' Bank-Full Depth= 1.00', Capacity at Bank-Full= 3.86 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 136.0' Slope= 0.0100 T Inlet invert= 251.06', Outlet Invert= 249.70' OF Summary for Reach 4R: Roof Drain Inflow Area = 0.250 ac,100.00% Impervious, lnflow Depth = 5.11" Inflow = 1.42 cfs @ 12.03 hrs, Volume= 6.107 of Outflow = 1.42 cfs @ 12.03 hrs, Volume= 0.107 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity=4.28 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.56 fps, Avg. Travel Time= 0.9 min Peak Storage= 27 cf @ 12.04 hrs Average Depth at Peak Storage= 0.60' Bank-Full Depth= 0.67', Capacity at Bank-Full= 1.31 cfs 251'ear Storm Event Bake N Joy - Parking Lot Expansion - Post D€v Type 11124-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7124/2010 HydroCAD e 9.10 s/n 00401 O 2009 HydroCAD Software Solutions LL(. 8 0„ Round Pipe n= 0.012 Concrete pipe, finished LeiMgt h= 81.0' Slope= 0.0100 V Inlet invert= 249.45', Outlet Invert= 248,64' Summary for Reach 6R: Roof Drain Inflow Area = 0.500 ac,100.00% Impervious, Inflow Depth = 5.11" Inflow = 2.84 cfs @ 12.03 hrs, Volume= 0.213 of Outflow = 2.60 cfs @ 12.02 hrs, Volume= 0.213 af, Atten= 8%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.96 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.85 fps, Avg. Travel Time= 0.9 min Peak Storage= 55 cf @ 12.04 hrs Average Depth at Peak Storage= 0.83' (Sank-Full Depth= 0.83', Capacity at Bank-Full= 2.37 cfs 10.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 100.0' Slope= 0.0100 T Inlet Invert= 248.64'. Outlet Invert= 247.64' Summary for Reach 6R: Roof Drain inflow Area = 0.800 ac,100.00% Impervious, inflow Depth = 5.11" Inflow = 4.30 cfs @ 12.02 hrs, Volume= 0.341 of Outflow - 4.18 cfs @ 12.03 hrs, Volume= 0.341 af, Atten= 3%, Lag= 0.7 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.58 fps, Min. Travel Time= 0.3 min Avg. Velocity = 2.08 fps, Avg. Travel Time= 0.8 min 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 24-hr Rainfall=5.35" J - - Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD@9.10 s/n00401 @2009 HydroCAD Software Solu.tiorisLLC Pane 137 Peak Storage= 71 cf @ 12.03 hrs Average Depth at Peak Storage= 0.92' Dank-Full Depth= 1.00', Capacity at Bank-Full= 3.806 cis 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 94.0' Slope= 0.0100T Inlet Invert= 247.64', Outlet Invert= 246.70' Summary for each 9R: First Defense Unit 1 To SMA Inflow = 2.21 cfs @ 12.03 hrs, Volume= 0.167 of Outflow = 2.22 cfs @ 12.04 hrs, Volume= 0.167 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.33 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.75 fps, Avg. Travel Time= 0.7 min Peak Storage= 32 cf @ 12.04 hrs, Average Depth at Peak Storage= 0.52' Bank-Full Depth= 1.00% Capacity at Bank-Full= 4.12 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 77.0' Slope= 0.0134T Inlet Invert= 249.20% Outlet Invert= 248.17' Summary for Reach 10R: CB2 To DMH Inflow Area = 1.990ac,100.00% impervious, inflow Depth = 4.11" Inflow = 8.41 cfs @ 12.03 hrs, Volume= 0.681 of Outflow = 8.45 cfs @ 12.03 hrs, Volume= 0.681 af, Atten= 0%, Lag= 0.2 min 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type ttt 24-hr Rainfall=5.35" C11 Prepared by The Neve-Morin Group, Inc. Printed 7/2412010 HydroCAI@ 9.10 s/n 00401 Oc 2009 Hvdrr-,,CAD Software Solutinns LLC Page 1!12 D o u t i n g n_SL1."-1nd method, Time S�pan= 0.00-30.010 hrS, dt= 01.05 hrs y �y .1 Max. Velocity= 10.641ps, Min. Travel Time= 0.11 min Avg. 'Velocity = 3.065 fps, Avg. Travel T i1me= 0.4 min Peak Storage= 71 cf @ 12.03 hrs Average Depth at Peak Storage= 0.77' Bank-Full Depth= 1.25', Capacity at Bank-Full= 12.12 cfs 15.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 90.0' Slope= 0.03007' Inlet Invert= 246.60', Outlet Invert= 243.90' Summary for each 11 R: First Defense Unit 2 To DMH Inflow Area = 0.290 ac, 96.505% Impervious, Inflow Depth = 5.00" Inflow = 1.66 cfs @ 12.02 hrs, Volume= 0.121 of Outflow = 1.66 cfs @ 12.02 hrs, Volurne= 0.121 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.64 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.84 fps, Avg. Travel Time= 0.1 min Peak Storage= 5 cf @ 12.02 hrs Average Depth at Peak Storage= 0.40' Bank-Full De,,th= 1.00', Capacity at Bank-Full=4.96 cfs f, 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 16.0' Slope= 0.0194V inlet Invert= 244.50', Outlet Invert= 244.1Y 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 1/1 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7124/2010 HydroCAD@9.10 s/n00401 @11-009HydroCAD Software Solutions LLC Page 139 Surnmary for Reach 121R: DMH T o Div H Inflow Area = 2.280 ac, 99.56% Impervious, Inflow Depth = 5,05" Inflow = 10.74 cfs @ 12.03 hrs, Volume= 0.960 of Outflow = 10.76 cfs @ 12.03 hrs, Volume= 0.960 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 11.10 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.44 fps, Avg. Travel Time= 0.2 min Peak Storage= 42 cf @ 12.03 hrs Average Depth at Peak Storage= 0.92' Bank-Fuji Depth= 1.25', Capacity at Bank-Fuil= 12.07 cfs 15.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 43.0' Slope= 0.0298T Inlet Invert= 243.78', Outlet Invert= 242.50' 25 'Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /H 24-hr Rainfall=5.35 j - - Prepared by The ;eve-Morin Group, Inc. Printed 7/24/2010 Hlydro CAD®rz 9.10 s"n 00401 1P 20091 H\Ld1roCAD Software So I ufions'LL I Range 140 S u i nn rn a ry for P o,i Ud I P: E A e%B A st. %.P I Inflow Area = 0.900ac,100.00% Impervious, Inflow Depth = 5,11" Inflow = 4.82 cfs @ 12.03 hrs, Volume= 0.383 of Outflow = 4.82 cfs @ 12.03 hrs, Volume= 0.383 af, Atten= 0%, Lag= 0.0 min Primary imary 2.62 cfs @ 12.03 hrs, Volume= 0.217 of Secondary = 2.21 cfs @ 12.03 hrs, Volume= 0.167 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 250.57' @ 12.03 hrs Surf.Area= 0.0001ac Storage= 0.000af Plug-Flow detention time= 0.4 min calculated for 0.3803 of(100% of inflow) Center-of-Mass det. time= 0.1 min ( 744.0- 743.9 ) Volume Invert Avaii.Storage Storage Description #1 249.60' 0.001 of 4.00'D x 3.60'H Vertical Cone/Cylinder Device Routing invert Outlet Devices #1 Primary 249.60' 12.0" Round Culvert L= 113.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 249.60'/246.60' S= 0.0265 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished #2 Secondary 249.6Y 12.0" Round Culvert L= 67.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 249.60'/249.20' S= 0.00607' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Pr-mary OutFlow Max=2.5 cfs @ 12.03 hrs HW=250.54' TVV=247.35' (Dynamic Tailwater) ;C1=15jivert (Inlet Control-s-2.53 cfs @ 3.30 fps) Secondary OutFlow Max=2.12 cfs @ 12.03 hrs HIAI=250.54' T'111=249.71' (Dynamic Tailwater) t--22=C'uIvart (Barrel Controls 2.12 al's @ 3.59 fps) 25 Year Storm Event Bake N Joy - Parking lest Expansion _ Post Dev Type 11124-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HvdroCAD5 9.10 s/n 00401 @ 2009 HydroCA€0 Software Solutions LLC Paae 141 Po d 1P: sexist. C®1 Hydrogra€ah 5 4.82 cfs s-Inflow i Outflow i —�Primary —Secondary 4Pea. _ o _ w 3. 2.62 cis 0 LL 2.21 cfs e 2._ a 0-;. _ 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) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dew T)vpe 1/1 24-hr Rainfall=5-35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 -HydroCA-r.',®R 9.10 s/n 0040.1 @ 2009 HjvdroCAD Software Solutions LLC Para 142 AM: =AS4. �'Z54 Stage-Discharge for FF-Iond I V L- I L. W I Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs) 249.60 0.00 0.00 0.00 252.15 10.05 5.41 4.64 249.65 0.02 0.01 0.01 252.20 10.18 5.48 4.70 249.70 0.08 0.04 0.03 252.25 10.30 5.55 4.75 249.75 0.17 0.10 0.07 252.30 10.42 5.61 4.81 249.80 0,30 0.17 0.13 252.35 10.54 5.67 4.87 249.85 0.46 0.26 0.20 252.40 10.66 5.74 4,92 249.90 0.66 0.37 0.29 252.45 10.78 5.80 4.98 249.95 0.88 0.49 0.39 252.50 10.89 5.86 5.04 250.00 1.14 0.63 0.50 252.55 11.01 5.92 5.09 250,05 1.41 0.78 0.63 252.60 11.12 5.98 5.14 250.10 1.70 0.95 0.76 252.65 11.24 6.04 520 250.15 2.02 1.12 0.90 252.70 11.35 6.10 5.25 250.20 2.34 1.30 1.05 252.75 11.46 6.16 5.30 250.25 2.68 1.48 1.20 252.80 11.57 6,21 5.35 250.30 3.03 1.67 1.35 252.85 11.68 6.27 5A0 250.35 3.38 1.86 1.51 252.90 11.78 6.33 5.46 250.40 3.73 2.05 1.68 252.95 11.89 6.38 5.51 250.1445 4.07 213 1.84 253.00 12.00 6,44 5.56 250.50 4.40 2.40 2.00 253.05 12A0 6.50 5.61 250.55 4.71 2.56 2.16 253.10 12.20 6.55 5.65 250.60 4.98 2.67 2.31 253.15 12.31 6.60 5.70 250.65 5.26 2.80 2.45 253.20 a2.41 6.66 5.115 250.70 5.52 2,93 2.59 250.75 5.76 33.05 2.7 1 250.80 5.97 3.16 2.81 250.85 6.16 3.218 2.89 250.90 6.30 3.38 2.92 250.95 6.36 3.49 2.88 251.00 6.56 3 .59 2.97 251.05 6.75 3.69 3.06 251.10 6.93 3.78 3.15 251.115 7.11 3.88 3.24 251.20 7.29 3.97 3,32 251,25 T46 4,06 3.40 251.30 7.62 4,14 148 251.35 7.79 4.23 3.56 251.40 7.95 4.31 3.64 251.45 8.11 4.39 371 251.50 8.26 4.47 3.79 251.55 8.41 4.55 3.86 251.60 8.56 4.63 3.93 251.65 8.71 4.71 4.00 251,70 8.85 4.78 4.07 251.75 8.99 4.86 4.13 251.80 9.13 4.93 4,20 251.85 9.27 5.00 4.26 251.90 9.40 5,07 4,33 251.95 9.54 5,14 4.39 252-00 9-67 5.21 4,45 252,05 9,80 5.28 4.52 252.10 9.92 5.35 4.58 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type Ill 24-hr Rainfall=5.35" Prepared by The Cleve-Florin Group, Inc. Printed 7/24/2010 Hy ydroCAD®R 9.10 s/n 00401 C 2009 Hv,.drcCAD Software Solutions LLC Page 143 Stage-Area-Storage for Pond 1117-1: Exist. %C1311 Elevation Storage i Elevation Storage (feet) (acre-feet) (feet) (acre-feet) 249.60 0.000 252.15 0.001 249.65 0.000 252.20 0,001 249.70 0.000 252.25 0M1 249.75 0.000 252.30 0.001 249.80 0.000 252.35 0.001 249.85 0.000 252.40 0.001 249.90 0.000 252.45 0.001 249.95 0.000 25150 0.00/1 250.00 0.000 252.55 0.001 250.05 0.000 252.60 0.001 250.10 0.000 252.65 0.001 250.15 0.000 252.70 0.001 250.20 0.000 252.75 0.001 250.25 0.000 252.80 0.001 250.30 0.000 252.85 0.001 250.35 0.000 252.90 0.001 250.40 OMO 252.95 0.001 250.45 0.000 253.00 0.001 250.50 0.000 253.05 0.001 250.55 0,000 250.10 0.001 250.60 0.000 253.15 0M1 250.65 OMO 253.20 0.001 250.70 0.000 250.71 V U5 n.f"%00 2 250.80 0.000 250.85 0.000 250.90 0.000 250.95 0.000 251.00 0.000 251.05 0.000 251.10 0.000 051.15 0.000 251.20 r).noo 251.25 0.000 251.30 0.000 251.35 0.001 251.40 0.001 251.45 0.001 251.50 0.001 251.55 0.001 251.60 0.001 251.65 0.001 251.70 0.001 251.75 0.001 251.80 0.001 251.85 0.001 251.90 0,001 251.95 0.001 252.00 0.001 252.05 0,001 252.10 0,001 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc, Printed 7/24/2010 hydroCAD®R 9.10 s[n 00401 ®r- 2009 HydroCAD Software Solutions LLC Page 144 Surnn-tary floor Ponud 2P: %SMA I nfl ow = 2.22 cfs @ 12.04 hrs, Volume= 0.167 of Outflow = 0.84 cfs @ 12.26 hrs, Volume= 0,158 af, Atten= 62%, Lag= 13.0 min Primary = 0.84 cfs @ 12.26 hrs, Volume= 0.158 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 248.44' @ 12.26 hrs Surfl.Area= 0.028 ac Storage= 0.043 of Plug-Flow detention time= 78.1 min calculated for 0.158 of(95% of inflow) Center-of-Mass det. 'Lime= 49.7 min ( 7913 - 743.6 ) Volume Invert Avail.Storage Storage Description #1 246.30' 0.022 of 27.58'W x 44.00'L x 3.21'H Stone Bed 0.089 of Overall - 0.035 of Embedded = 0.054 of x 40.0% Voids #2 246.80' 0.035 of Cultec R-280 x 36 Inside#1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.001 = 42.5 cf Overall Size=47.0"W x 26.5"H x 8.001 with 1.00' Overlap 0.057 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 246.33' 12.0" Round Culvert L= 31.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 246.33'/244.19' S= 0.0690T Cc= 0.900 n= 0.013 Corruaated PE, smooth interior 42 Device 1 246-90' 3.0" Vert. Orifice/gate X 3.00 C= 0.600 #3 Device 1 249.00' 4,0' Ion g Sharp G.rested Rectanru!a r Weir 2 End Co, .­r1c­fion(s ) OutFlow Ma^­0.84 cfs @12.26hr HIAI=248.44' TV1=24-4.12' (Dynami-Tailwater) Is (Dynamic Ivert (Passes 0.81-4 cfs of 4.80 cfs potential flow) Oriffice/Grate (Orifice Controls 0.084 cfs @ 5.73 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type Ill 24-hr Rainfall=5.35" Prepared by The Neve-Lorin Groin, Inc. Printed 7/24/2010 Hvdro0A00 9.10 s/n 00401 O 2009 HvdroCAO Software Solutions LLS Page 145 Pond 2P: SMA Hvdrograph �T- —Primary 2- a44 k Elev=248. Storage-r c at G o v. 1 0.84 cfs 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) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type //1 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Printed 7/24/2010 HydroCAD®R 9.10 s/n 00401 C 2009 HyclmCAD Softyvare Solut-ions 1-1-C" Pprje 146 Stage-D'Ischlarge for Ponud A11F- L-P i.;A: %J Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet) (Cfs) (feet) (Cfs) (feet) (Cfs) (feet) (Cfs) 246.30 0.00 247.32 0.39 248.34 0.81 249.36 3.86 246.32 0.00 247.34 0.40 248.36 0.82 249.38 4.09 246.34 0.00 247.36 0.41 248.38 0.83 249.40 4.34 246.36 .0.00 247.38 0.42 248.40 0.83 249.42 4.58 246.38 0.00 247.40 0.43 248.42 0.84 249.44 4.84 246.40 0.00 247.42 0.45 248.44 0.84 249.46 5.09 246.42 0.00 247.44 0A6 248.46 0.85 249.48 5.36 246.44 0.00 247.46 0.47 248.48 0.86 249.50 5.62 246.46 0,00 I 247.48 0.48 248.50 0.86 246.48 0.00 I 247.50 0.49 248.52 0.87 246.50 0.00 247.52 0.50 248,54 0.87 246.52 0.00 247.54 0.51 248.56 0.88 246.54 0.00 247.56 0.52 248.58 0.88 246.56 0.00 247.58 0.53 248.60 0.89 246.58 0.00 247.60 0.54 248.62 0.90 246.60 0.00 247.62 0.55 248.64 0.90 246.62 0.00 247.64 0.56 248. 0.- 66 Z)1 246.64 0.00 247.66 0.57 248.68 0.91 246.66 0.00 247.68 0.57 248.70 0.92 246.68 0.00 247.70 0.58 248.7/2 0.92 246.70 0.00 247.72 0.59 248.74 0.93 246.72 0.00 247.74 0.60 248.76 0.93 246.74 UO 247.76 0.61 248.78 0.94 246.763 OM 247.78 0.62 248.801 0.94. 246.7 0.0 0 447.80 0.62 248.82 0.95 2A&80 Aon 248.84 247.82 0.600 0.96 'I A 246.82 0.00 4�t7.84 0.64 248.86 0,96 046.84 O.no U 247.86 0.65 248.88 0.97 '148.90 0.97 246.86 0.00 247.88 0.66 'r- 246.88 0.00 247.90 0.66 248.92 0.98 246.90 0.00 247.92 0.67 248.94 0.98 246.92 0.00 247.94 0.68 248.96 0.919 246.94 0.01 247.966 0.69 248.018 0-9 246.96 0.02 247.98 0.69 I 249.00 1.00 246.98 0.04 248.00 0.70 249.02 1.04 247.00 0.06 248.02 0.71 249.04 1.11 247.02 0.08 248.04 0.71 249.06 1.20 247,04 0.11 248.06 0.72 249.08 1.31 247.06 0.14 248.08 0.73 249.10 1.43 247.08 0.16 248.10 0.74 249.12 1.57 247.10 0.119 I 248.12 0.74 249.14 1.71 247.12 0.22 248.14 0.75 249.16 1.87 247.14 0.24 248.16 0.76 249.18 2.03 247.16 0.26 248.18 0.76 249.20 2.20 247.18 0.28 248.20 0.77 249.22 2.39 247.20 0.30 248.22 0.78 249.24 2.57 247.22 0.31 248.24 0.78 249.26 2,77 247,24 0.33 248.26 0.79 249.28 2.98 247.26 0.34 248.28 0.79 249.30 3.19 247,28 0.36 248,1110 0.80 249,32 3.40 247.30 0.37 i 248.32 0.81 249.34 3.63 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type Ill 24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 sin 00401 C 21009HydroCAD Software Solutions LLC Page 147 Stage-J11%rea-Storage for Pond AIP: SAMA Elevation Storage Elevation Storage (feet) (acre-feet) (feet) (acre-feet) 246.30 0.000 248.85 0.049 246.35 0M1 248.90 0.050 246.40 OMi 248.95 0.051 246.45 0,002 249.00 0.051 246.50 0.002 249.05 0.052 246.55 0.003 249.10 0.052 246.60 0.003 249.15 0.053 246.65 0.004 249.20 0.053 246.70 0.004 249.25 0.054 246.75 0.005 249.30 0.055 246.80 0.006 249.35 0.055 246,85 0.007 249.40 0.056 246.90 0.008 249.45 0.056 246.96 0.009 249.50 0.057 247.00 0.010 247.05 0,012 247.10 0.013 247.15 0.014 247.20 0.015 247.25 0.016 8 247.30 0.04 1 247.35 0,019 247.40 OMOD 247.45 0M1 247.50 0.022 247.55 0.020J 247.60 0.025 247.65 0.026 247.70 0.027 247.75 0.028 247.80 0.029 247.85 0.030 OA 7.90 0.031 247,95 0.032 248.00 0.033 248.05 0.035 248.10 0.036 248.15 0.037 248.20 0.038 248.25 0.039 248.30 0.040 248.35 0.041 248.40 0.042 248.45 0.043 248.50 0.044 248.55 0.045 248.60 0.045 248.65 0.046 248.70 0-047 248.75 0.048 248.80 0,049 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type ///24-hr Rainfall=5.35" Prepared by The Neve-Morin Group, Inc.I Printed 7/24/2010 HydroCAMR-)9.10 s1n 00401 ',c)2009 HydroCAD Software Solutions LLC Page 148 Summary fuor Pond DPI: Design Point I - EC'xisting DMU11 Inflow Area = 2.280 ac, 99.56% Impervious, Inflow Depth = 5.05" Inflow = 10.76 cfs @ 12.03 hrs, Volume= 0.960 of Primary = 10.76 cfs @ 12.03 hrs, Volume= 0.960 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Pere DP'11: Design Point I - (Existing Di'viln' Hydrograph 12 11 F10.76 cfs I A.—In—tio—v,-i Lz=alyj 10 Inflow Arec-=2.280 ac 8_ 7 6 LL 51 4 3 21 0 1 2 3 4 5 6 7 8 9 i0 11 12 't3 i4 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 25 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 1/1 24-hr Rainfall=5.35" 7/24/2010 Prepared by The Neve-Morin Group, Inc. Printed HydroCADO 9,10 s/n 00401 Oc 2009 HydroCAD Software Solutions LLC Pane 149 'N I L Summary for Pond DP2: Design F-01mL. 4 K-x sling Co Inflow Area = 0.340ac, 64.71% Impervious, lnflow Depth = 4.11" Inflow = 1.39cfs@ 12.13hrs, Volume= 0.116 of Primary = 1.39cfsCad 12.13hrs, Volume= 0.116af, Atten= O%, Lag= O.Omin Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Pond DP2: Design Point 2 - Existing CB Hydrograph F-—Inflow h F 1-39 CfS May 'nflow Area=O.3j40 ac 1. 0 ff U- O-F o I 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 Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 150 Summary for Subcatchment 1A: Roof Area To Roof Drain Runoff = 1.11 cfs @ 12.02 hrs, Volume= 0.083 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.160 98 Roof 0.160 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 1Roof Area To Roof Drain Hydrograph 1.11 cfs ®Runoff 1_ Type III - r ai ll= . " Runoff r = . N Runoff lu = Runoff e t = " Flow Len = le= . '/' c= .6 mi o-,. .............. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9 10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 151 Summary for Subcatchment 1 B: Area Flowing To Roof Drain Runoff = 1.11 cfs @ 12.02 hrs, Volume= 0.083 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.160 98 Roof 0.160 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 1 B: Area Flowing To Roof Drain Hydrograph 1.11 cfs —Runoff Type Ill - r 1 Rainfall=6.50" Runoff r = . c Runoff lu e= Runoff = " Flow Len t =7 ' t = . '/' Tc=1 .6 min 0 ,. 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 Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Paae 1_52 Summary for Subcatchment 1C: Roof Area To Roof Drain Runoff = 2.01 cfs @ 12.02 hrs, Volume= 0.151 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.290 98 Roof 0.290 100,00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 70 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 1C: Roof Area To Roof Drain Hydrograph 2- 2.01 cfs —Runoff y III - r i fall= . " Runoffre a N f I _ .1 v c Runoffe t = " a 1- Flow-Len t 1 = . 7' Tc=1 .6 min 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 Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD09 10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 153 Summary for Subcatchment 2A: Area Flowing To Roof Drain Runoff = 1.73 cfs @ 12.03 hrs, Volume= 0.130 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" _ Area (ac) CN Description 0.250 98 Roof 0.250 100.00% Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2 : Area Flowing To Roof Drain Hydrograph 1.73 cfs s Runoff eIII - r iall= " Runoff r = Runoff l = .1 N Runoff Depth= " Flow Len t = ' lope= . '/' Tc=1 .7 min 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 Event Bake N Joy - Parking Lot Expansion - Post Dev Type Ill 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 O 2009 HydroCAD Software Solutions LLC Page 154 Summary for Subcatchment 2B: Area Flowing To Roof Drain Runoff = 1.73 cfs @ 12.03 hrs, Volume= 0.130 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.250 98 Roof 0.250 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2 : Area Flowing To Roof Drain Hydrograph 1.73 cfis I ®Runoff Type III - r i 11= . " Runoff r = NRunoff I = .1 of 1 Runoff a t = m " U. Flow Length=1 ' I pe= . '/' Tc=1.7 min CN=98 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 Event Bake N Joy - Parking Lot Expansion - Post Dev Type 111 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9 10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 155 Summary for Subcatchment 2C: Roof Area To Roof Drain Runoff = 2.07 cfs @ 12.03 hrs, Volume= 0.157 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.300 98 Roof 0.300 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 75 0.0050 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 2 : Roof Area To Roof Drain Hyd rog raph 2.07 cfs —Runoff 2TypeIII - r i ll= . " Runoff Area=0.300 ac Runoffl of Runoff = " u- 1- Flow Le =75" l = . ®,® in o-, 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type Ill 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 156 Summary for Subcatchment 3S: Area Flowing To CB1 Runoff = 2.01 cfs @ 12.03 hrs, Volume= 0.151 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.290 98 Pavement 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0160 1.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 40 0.0120 0.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.3 45 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 145 Total Subcatchment 3S: Area Flowing To C 1 Hydrograph 2.01 cis —Runoff 2- - Type III24-hr 1 'I= " Runoff = . c yRunoff Volume=0.151 of LL Runoff _t_ _ . " Flow L t = ' =1.9 mi o,. .. . - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 1/124-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9 10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 157 Summary for Subcatchment S: Area Flowing To CB2 Runoff = 2.04 cfs @ 12.02 hrs, Volume= 0.151 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.290 98 Pavement 0.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 100 0.0300 1.59 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.2 45 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 145 Total Subcatchent S: Area Flowing To CB2 Hydrograph 2.04 cfs —Runoff 2 Type III - r ai ll= . " Runoff ea= c Runoff l e= .1 1 of Runoff FlowLength=1 Slope=0.0300 '/' Tc=1.2 min 0 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 Event Bake N Joy - Parking Lot Expansion - Post Dev Type/1/24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 f ydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page-158 Summary for Subcatchment 5S: Area Flowing To Existng CB Runoff = 1.75 cfs @ 12.13 hrs, Volume= 0.148 af, Depth= 5.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50° Area (ac) CN Description 0.220 98 Pavement &Walks 0.090 74 >75% Grass cover, Good, HSG C 0.030 70 Woods, Good, HSG C 0.340 89 Weighted Average 0.120 35.29% Pervious Area 0.220 64.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 80 0.0390 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" ucatchment 5S: Area Flowing To Existng C Hydrograph 1.75 cfs —Runoff Type III24-hr ai fall= " Runoff r = Runoff l = . 1 Runoff - t " FloLen = ' toe= . 0 7' Tc= . in = 9 0 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 Event Bake N Joy - Parking Lot Expansion - Post Dev Type /// 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD@9.10 s/n00401 @2009 HydroCAD Software Solutions LLC Page 159 Summary for Subcatchment 6S: Area Flowing To First Defense Unit 2 Runoff = 2.02 efs @ 12.02 hrs, Volume= 0.148 af, Depth= 6.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.280 98 Pavement &Walks 0.010 74 >75% Grass cover, Good, HSG C 0.290 97 Weighted Average 0.010 3.45% Pervious Area 0.280 96.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 45 0.0500 1.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 55 0.0260 1,33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.1 35 0.0450 4.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 135 Total Subcatchment 6S: Area Flowing To First Defense Unit 2 Hydrograph 2.02 ds 2- Type III 24-hr Y Rainfall=6.50" Runoff Area=0.290 ac Runoff Volume=0.148 af Runoff Depth=6.14" U. Flow Length=1 35' Tc=1.3 min CN=97 0 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 Event Bake N Joy - Parking Lot Expansion - Post Dev Type 11124-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 160 Summary for Reach 1R: Roof Drain Inflow Area = 0.160 ac,100.00% Impervious, Inflow Depth = 6.26" Inflow = 1.l l cfs @ 12.02 hrs, Volume= 0.083 of Outflow = 0.66 cfs @ 11.97 hrs, Volume= 0.083 af, Atten=40%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 3.45 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.50 fps, Avg. Travel Time= 0.9 min Peak Storage= 16 cf @ 12.00 hrs Average Depth at Peak Storage= 0.50' Bank-Full Depth= 0.50', Capacity at Bank-Full= 0.61 cfs 6.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 79.0' Slope= 0.0100 T Inlet Invert= 252.65', Outlet Invert= 251.86' Summary for Reach R: Roof Drain Inflow Area = 0.320 ac,100.00% Impervious, Inflow Depth = 6.26" Inflow = 1.71 cfs @ 12.02 hrs, Volume= 0.167 of Outflow = 1.71 cfs @ 12.03 hrs, Volume= 0.167 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.71 fps, Min. Travel Time= 0.3 min Avg. Velocity= 1.73 fps, Avg. Travel Time= 0.8 min Peak Storage= 29 cf @ 12.03 hrs Average Depth at Peak Storage= 0.52' Bank-Full Depth= 0.83', Capacity at Bank-Full= 2.37 cfs 10.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 80.0' Slope= 0.0100 '/' Inlet Invert= 251.86', Outlet Invert= 251.06' 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type /I/24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 161 Summary for ReachRoof Drain Inflow Area = 0.610 ac,100.00% Impervious, Inflow Depth = 6.26" Inflow = 3.72 cfs @ 12.02 hrs, Volume= 0.318 of Outflow = 3.72 cfs @ 12.03 hrs, Volume= 0.318 af, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.59 fps, Min. Travel Time= 0.4 min Avg. Velocity = 2.04 fps, Avg. Travel Time= 1.1 min Peak Storage= 90 cf @ 12.03 hrs Average Depth at Peak Storage= 0.79' - Bank-Full Depth= 1.00', Capacity at Bank-Full= 3.86 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 136.0' Slope= 0.0100 7' Inlet Invert= 251.06', Outlet Invert= 249.70' Summary for Reach 4R: Roof Drain Inflow Area = 0.250 ac,100.00% Impervious, Inflow Depth = 6.26" Inflow = 1.73 cfs @ 12.03 hrs, Volume= 0.130 of Outflow = 1.31 cfs @ 12.00 hrs, Volume= 0.130 af, Atten= 24%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.27 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.65 fps, Avg. Travel Time= 0.8 min Peak Storage= 28 cf @ 12.00 hrs Average Depth at Peak Storage= 0.67' Bank-Full Depth= 0.67', Capacity at Bank-Full= 1.31 cfs 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 1/124-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 162 8.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 81.0' Slope= 0.01007 Inlet Invert= 249.45', Outlet Invert= 248.64' Summary for Reach 5R: Roof Drain Inflow Area = 0.500 ac,100.00% Impervious, Inflow Depth = 6.26" Inflow = 3.04 cfs @ 12.03 hrs, Volume= 0.261 of Outflow = 2.37 cfs @ 12.00 hrs, Volume= 0.261 af, Atten= 22%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 4.95 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.97 fps, Avg. Travel Time= 0.8 min Peak Storage= 55 cf @ 12.00 hrs Average Depth at Peak Storage= 0.83' Bank-Full Depth= 0.83', Capacity at Bank-Full= 2.37 cfs 10.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 100.0' Slope= 0.0100 T Inlet Invert= 248.64', Outlet Invert= 247.64' f Summary for Reach 6 : Roof Drain Inflow Area = 0.800 ac,100.00% Impervious, Inflow Depth = 6.26" Inflow = 4.45 cfs @ 12.03 hrs, Volume= 0.417 of Outflow = 3.86 cfs @ 12.00 hrs, Volume= 0.417 af, Atten= 13%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.53 fps, Min. Travel Time= 0.3 min Avg. Velocity = 2.21 fps, Avg. Travel Time= 0.7 min 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 11124-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 163 Peak Storage= 74 cf @ 12.00 hrs Average Depth at Peak Storage= 1.00' Bank-Full Depth= 1.00', Capacity at Bank-Full= 3.86 cfs 12.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 94.0' Slope= 0.0100 T Inlet Invert= 247.64', Outlet Invert= 246.70' Summary for Reach 9 : First Defense Unit 1 To SMA Inflow = 2.70 cfs @ 12.03 hrs, Volume= 0.205 of Outflow = 2.70 cfs @ 12.04 hrs, Volume= 0.205 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs, Max. Velocity= 5.58 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.86 fps, Avg. Travel Time= 0.7 min Peak Storage= 37 cf @ 12.04 hrs Average Depth at Peak Storage= 0.59' Bank-Full Depth= 1.00', Capacity at Bank-Full=4.12 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 77.0' Slope= 0.0134 T Inlet Invert= 249.20', Outlet Invert= 248.17' Summary for Reach 10R: C2 To DMH Inflow Area = 1.990 ac,100.00% Impervious, Inflow Depth = 5.02" Inflow = 8.97 cfs @ 12.02 hrs, Volume= 0.833 of Outflow = 8.88 cfs @ 12.03 hrs, Volume= 0.833 af, Atten= 1%, Lag= 0.2 min 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type It124-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 164 Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 10.75 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.89 fps, Avg. Travel Time= 0.4 min Peak Storage= 74 cf @ 12.03 hrs Average Depth at Peak Storage= 0.79' Bank-Full Depth= 1.25', Capacity at Bank-Full= 12.12 cfs 15.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 90.0' Slope= 0.0300 T Inlet Invert= 246.60', Outlet Invert= 243.90' Summary for Reach 11 : First Defense Unit 2 To DIVIH Inflow Area = 0.290 ac, 96.55% Impervious, Inflow Depth = 6.14" Inflow = 2.02 cfs @ 12.02 hrs, Volume= 0.148 of Outflow = 2.02 cfs @ 12.02 hrs, Volume= 0.148 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 5.95 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.96 fps, Avg. Travel Time= 0.1 min Peak Storage= 5 cf @ 12.02 hrs Average Depth at Peak Storage= 0.45' Bank-Full Depth= 1.00', Capacity at Bank-Full= 4.96 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 16.0' Slope= 0.0194 '/' Inlet Invert= 244.50', Outlet Invert= 244.19' 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type ///24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD0 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Pagel Summary for Reach 12 : D H To DIVIH Inflow Area = 2.280 ac, 99.56% Impervious, Inflow Depth = 6.20" Inflow = 11.63 cfs @ 12.03 hrs, Volume= 1.179 of Outflow = 11.64 cfs @ 12.03 hrs, Volume= 1.179 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Max. Velocity= 11.19 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.66 fps, Avg. Travel Time= 0.2 min Peak Storage= 45 cf @ 12.03 hrs Average Depth at Peak Storage= 0.98' Bank-Full Depth= 1.25', Capacity at Bank-Full= 12.07 cfs 15.0" Round Pipe n= 0.012 Concrete pipe, finished Length=43.0' Slope= 0.0298 T Inlet Invert= 243.78', Outlet Invert= 242.50' 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 11124-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 166 Summary for Pond 1 P. Exist. CE1 Inflow Area = 0.900 ac,100.00% Impervious, Inflow Depth= 6.26" Inflow = 5.72 cfs @ 12.03 hrs, Volume= 0.470 of Outflow = 5.73 cfs @ 12.03 hrs, Volume= 0.470 af, Atten= 0%, Lag= 0.1 min Primary = 3.03 cfs @ 12.03 hrs, Volume= 0.264 of Secondary = 2.70 cfs @ 12.03 hrs, Volume= 0.205 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 250.74' @ 12.03 hrs Surf.Area= 0.000 ac Storage= 0.000 of Plug-Flow detention time= 0.1 min calculated for 0.469 of(100% of inflow) Center-of-Mass det. time= 0.1 min ( 741.1 - 740.9) Volume Invert Avail.Storage Storage Description #1 249.60' 0.001 of 4.00'D x 3.60'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 249.60' 12.0" Round Culvert L= 113.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 249.60'/246.60' S= 0.0265 T Cc= 0.900 n= 0.012 Concrete pipe, finished #2 Secondary 249.60' 12.0" Round Culvert L= 67.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 249.60'/249.20' S= 0.0060 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.93 cfs @ 12.03 hrs HW=250.70' TW=247.38' (Dynamic Tailwater) L1=Culvert (Inlet Controls 2.93 cfs @ 3.73 fps) Secondary OutFlow Max=2.59 cfs @ 12.03 hrs HW=250.70' TW=249.77' (Dynamic Tailwater) L2=Culvert (Barrel Controls 2.59 cfs @ 3.73 fps) 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type IfI 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 167 Pond 1 P: Exist. CB1 Hydr®graph 6- 5.73 cfs --Inflow outflow —Primary ® ®Secondary 5_ Peak t I 4- _ .r _ _ N r- V 3.03 cfs 0 3 2.70L LL 2-- g l 1- 0. - - 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 Event Bake N Joy - Parking Lot Expansion - Post Dev Type 11124-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HdroCAD®9.10 s1n 00401 O 2009 HydroCAD Software Solutions LLC Page 168 Stage-Discharge for Pond 1 P: Exist. CB1 Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs) 249.60 0.00 0.00 0.00 252.15 10.05 5.41 4.64 249.65 0.02 0.01 0.01 252.20 10.18 5.48 4.70 249.70 0.08 0.04 0.03 252.25 10.30 5.55 4.75 249.75 0.17 0.10 0.07 252.30 10.42 5.61 4.81 249.80 0.30 0.17 0.13 252.35 10.54 5.67 4.87 249.85 0.46 0.26 0.20 252.40 10.66 5.74 4.92 249.90 0.66 0.37 0.29 252.45 10.78 5.80 4.98 249.95 0.88 0.49 0.39 252.50 10.89 5.86 5.04 250.00 1.14 0.63 0.50 252.55 11.01 5.92 5.09 250.05 1.41 0.78 0.63 252.60 11.12 5.98 5.14 250.10 1.70 0.95 0.76 252.65 11.24 6.04 5.20 250.15 2.02 1.12 0.90 252.70 11.35 6.10 5.25 250.20 2.34 1.30 1.05 252.75 11.46 6.16 5.30 250.25 2.68 1.48 1.20 252.80 11.57 6.21 5.35 250.30 3.03 1.67 1.35 252.85 11.68 6.27 5.40 250.35 3.38 1.86 1.51 252.90 11.78 6.33 5.46 250.40 3.73 2.05 1.68 252.95 11.89 6.38 5.51 250.45 4.07 2.23 1.84 253.00 12.00 6.44 5.56 250.50 4.40 2.40 2.00 253.05 12.10 6.50 5.61 250.55 4.71 2.56 2.16 253.10 12.20 6.55 5.65 250.60 4.98 2.67 2.31 253.15 12.31 6.60 5.70 250.65 5.26 2.80 2.45 253.20 12.41 6.66 5.75 250.70 5.52 2.93 2.59 250.75 5.76 3.05 2.71 250.80 5.97 3.16 2.81 250.85 6.16 3.28 2.89 250.90 6.30 3.38 2.92 250.95 6.36 3.49 2.88 251.00 6.56 3.59 2.97 251.05 6.75 3.69 3.06 251.10 6.93 3.78 3.15 251.15 7.11 3.88 3.24 251.20 7.29 3.97 3.32 251.25 7.46 4.06 3.40 251.30 7.62 4.14 3.48 251.35 7.79 4.23 3.56 251.40 7.95 4.31 3.64 251.45 8.11 4.39 3.71 251.50 8.26 4.47 3.79 251.55 8.41 4.55 3.86 251.60 8.56 4.63 3.93 251.65 8.71 4.71 4.00 251.70 8.85 4.78 4.07 251.75 8.99 4.86 4.13 251.80 9.13 4.93 4.20 251.85 9.27 5.00 4.26 251.90 9.40 5.07 4.33 251.95 9.54 5.14 4.39 252.00 9.67 5.21 4.45 252.05 9.80 5.28 4.52 252.10 9.92 5.35 4.58 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 1/124-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 sfn 00401 ©2009 HydroCAD Software Solutions LLC Page 169 Stage-Area-Storage for Pond 1 P: Exist. C131 Elevation Storage Elevation Storage (feet) (acre-feet) (feet) (acre-feet) 249.60 0.000 252.15 0.001 249.65 0.000 252.20 0.001 249.70 0.000 252.25 0.001 249.75 0.000 252.30 0.001 249.80 0.000 252.35 0.001 249.85 0.000 252.40 0.001 249.90 0.000 252.45 0.001 249.95 0.000 252.50 0.001 250.00 0.000 252.55 0.001 250.05 0.000 252.60 0.001 250.10 0.000 252.65 0.001 250.15 0.000 252.70 0.001 250.20 0.000 252.75 0.001 250.25 0.000 252.80 0.001 250.30 0.000 252.85 0.001 250.35 0.000 252.90 0.001 250.40 0.000 252.95 0.001 250.45 0.000 253.00 0.001 250.50 0.000 253.05 0.001 250.55 0.000 253.10 0.001 250.60 0.000 253.15 0.001 250.65 0.000 253.20 0.001 250.70 0.000 250.75 0.000 250.80 0.000 250.85 0.000 250.90 0.000 250.95 0.000 251.00 0.000 251.05 0.000 251.10 0.000 251.15 0.000 251.20 0.000 251.25 0.000 251.30 0.000 251.35 0.001 251.40 0.001 251.45 0.001 251.50 0.001 251.55 0.001 251.60 0.001 251.65 0.001 251.70 0.001 251.75 0.001 251.80 0.001 251.85 0.001 251.90 0.001 251.95 0.001 252.00 0.001 252.05 0.001 252.10 0.001 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 111 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 170 Summary for Pond 2P: SMA Inflow = 2.70 cfs @ 12.04 hrs, Volume= 0.205 of Outflow = 1.00 cfs @ 12.29 hrs, Volume= 0.197 af, Atten= 63%, Lag= 15.1 min Primary = 1.00 cfs @ 12.29 hrs, Volume= 0.197 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 249.00' @ 12.29 hrs Surf.Area= 0.028 ac Storage= 0.051 of Plug-Flow detention time= 70.0 min calculated for 0.197 of(96% of inflow) Center-of-Mass det. time= 46.7 min (787.5- 740.8) Volume Invert Avail.Storage Storage Description #1 246.30' 0.022 of 27.58'W x 44.00'L x 3.21'H Stone Bed 0.089 of Overall - 0.035 of Embedded = 0.054 of x 40.0% Voids #2 246.80' 0.035 of Cultec R-280 x 36 Inside#1 Effective Size=46.9"W x 26.0"H => 6.07 sf x 7.001 = 42.5 cf Overall Size=47.0"W x 26 5"H x 8.001 with 1 00' Overlap 0.057 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 246.33' 12.0" Round Culvert L= 31.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 246.33'/244,19' S= 0.0690'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 246.90' 3.0"Vert. Orifice/Grate X 3.00 C= 0.600 #3 Device 1 249.00' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.00 cfs @ 12.29 hrs HW=249.00' TW=244.35' (Dynamic Tailwater) L1=Culvert (Passes 1.00 cfs of 5.57 cfs potential flow) L2=Orifice/Grate (Orifice Controls 1.00 cfs @ 6.76 fps) 3=Sharp-Crested Rectangular Weir (Controls 0.00 cfs) 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type ///24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9 10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 171 Pond P: S A Hydrograph 3 2-70 cfs — Inflow Primary Peak Elev�249.00 w 3 0 LL 1.00 cfs 1- 0 . 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 Event Bake N Joy - Parking Lot Expansion - Post Dev Type 11124-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 172 Stage-Discharge for Pond 2P: SMA Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs) 246.30 0.00 247.32 0.39 248.34 0.81 249.36 3.86 246.32 0.00 247.34 0.40 248.36 0.82 249.38 4.09 246.34 0.00 247.36 0.41 248.38 0.83 249.40 4.34 246.36 0.00 247.38 0.42 248.40 0.83 249.42 4.58 246.38 0.00 247.40 0.43 248.42 0.84 249.44 4.84 246.40 0.00 247.42 0.45 248.44 0.84 249.46 5.09 246.42 0.00 247.44 0.46 248.46 0.85 249.48 5.36 246.44 0.00 247.46 0.47 248.48 0.86 249.50 5.62 246.46 0.00 247.48 0.48 248.50 0.86 246.48 0.00 247.50 0.49 248.52 0.87 246.50 0.00 247.52 0.50 248.54 0.87 246.52 0.00 247.54 0.51 248.56 0.88 246.54 0.00 247.56 0.52 248.58 0.88 246.56 0.00 247.58 0.53 248.60 0.89 246.58 0.00 247.60 0.54 248.62 0.90 246.60 0.00 247.62 0.55 248.64 0.90 246.62 0.00 247.64 0.56 248.66 0.91 246.64 0.00 247.66 0.57 248.68 0.91 246.66 0.00 247.68 0.57 248.70 0.92 246.68 0.00 247.70 0.58 248.72 0.92 246.70 0.00 247.72 0.59 248.74 0.93 246.72 0.00 247.74 0.60 248.76 0.93 246.74 0.00 247.76 0.61 248.78 0.94 246.76 0.00 247.78 0.62 248.80 0.94 246.78 0.00 247.80 0.62 248.82 0.95 246.80 0.00 247.82 0.63 248.84 0.96 246.82 0.00 247.84 0.64 248.86 0.96 246.84 0.00 247.86 0.65 248.88 0.97 246.86 0.00 247.88 0.66 248.90 0.97 246.88 0.00 247.90 0.66 248.92 0.98 246.90 0.00 247.92 0.67 248.94 0.98 246.92 0.00 247.94 0.68 248.96 0.99 246.94 0.01 247.96 0.69 248.98 0.99 246.96 0.02 247.98 0.69 249.00 1.00 246.98 0.04 248.00 0.70 249.02 1.04 247.00 0.06 248.02 0.71 249.04 1.11 247.02 0.08 248.04 0.71 249.06 1.20 247.04 0.11 248.06 0.72 249.08 1.31 247.06 0.14 248.08 0.73 249.10 1.43 247.08 0.16 248.10 0.74 249.12 1.57 247.10 0.19 248.12 0.74 249.14 1.71 247.12 0.22 248.14 0.75 249.16 1.87 247.14 0.24 248.16 0.76 249.18 2.03 247.16 0.26 248.18 0.76 249.20 2.20 247.18 0.28 248.20 0.77 249.22 2.39 247.20 0.30 248.22 0.78 249.24 2.57 247.22 0.31 248.24 0.78 249.26 2.77 247.24 0.33 248.26 0.79 249.28 2.98 247.26 0.34 248.28 0.79 249.30 3.19 247.28 0.36 248.30 0.80 249.32 3.40 247.30 0.37 248.32 0.81 249.34 3.63 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type Ill 24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD®9 10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 173 Stage-Area-Storage for Pond 2P: S A Elevation Storage Elevation Storage (feet) (acre-feet) (feet) (acre-feet) 246.30 0.000 248.85 0.049 246.35 0.001 248.90 0.050 246.40 0.001 248.95 0.051 246.45 0.002 249.00 0.051 246.50 0.002 249.05 0.052 246.55 0.003 249.10 0.052 246.60 0.003 249.15 0.053 246.65 0.004 249.20 0.053 246.70 0.004 249.25 0.054 246.75 0.005 249.30 0.055 246.80 0.006 249.35 0.055 246.85 0.007 249.40 0.056 246.90 0.008 249.45 0.056 246.95 0.009 249.50 0.057 247.00 0.010 247.05 0.012 247.10 0.013 247.15 0.014 247.20 0.015 247.25 0.016 . 247.30 0.018 247.35 0.019 247.40 0.020 247.45 0.021 247.50 0.022 247.55 0.023 247.60 0.025 247.65 0.026 247.70 0.027 247.75 0.028 247.80 0.029 247.85 0.030 247.90 0.031 247.95 0.032 248.00 0.033 248.05 0.035 248.10 0.036 248.15 0.037 248.20 0.038 248.25 0.039 248.30 0.040 248.35 0.041 248.40 0.042 248.45 0.043 248.50 0.044 248.55 0.045 248.60 0.045 248.65 0.046 248.70 0.047 248.75 0.048 248.80 0.049 100 Year Storm Event Bake N Joy - Parking Lot Expansion - Post Dev Type 11124-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCADO 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Page 174 Summary for Pond DP1: Design Point I -Existing D H Inflow Area = 2.280 ac, 99.56% Impervious, Inflow Depth = 6.20" Inflow = 11.64 cfs @ 12.03 hrs, Volume= 1.179 of Primary = 11.64 cfs @ 12.03 hrs, Volume= 1.179 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Pond DPI: Design Point I - Existing DH 13 Hydrograph 12 11.64 cfs Inflow Primary 11 Inflowr = 10 9 8- w 7 3 6 LL 5- 4 3- 2- 1 0- 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 Event Bake N Joy - Parking Lot Expansion - Post Dev Type ///24-hr Rainfall=6.50" Prepared by The Neve-Morin Group, Inc. Printed 7/24/2010 HydroCAD@9.10 s/n00401 @2009 HydroCAD Software Solutions LLC Page 175 Summary for Pond DP2: Design Point 2 - Existing CB Inflow Area = 0.340 ac, 64.71% impervious, Inflow Depth = 5.22" Inflow 1.75 cfs @ 12.13 hrs, Volume= 0.148 of Primary = 1.75 cfs @ 12.13 hrs, Volume= 0.148 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Pond DP2: Design Point 2 - Existing CB Hydrograph 1.75 cfs Primary Inflow Area=0.340 ac LL F— 10 Itl 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) -76 tormwater Mana A%--..meffint Calculations Standard 3: Recharge To Groundwater: Proposed Impervious Area= 2.49 Ac. (Post) —2.34 Ac. (Pre) = 0.15 Ac. H Group lln ydrologic Soil GroL _pervious Area (Ac.) C 0.15 Recharge Volume = [0.25" x 0.15 Ac] = 0.0375 Ac-In = 0.0031 Ac-Ft 137 CF Note: Stormwater Chambers will store/infiltrate entire recharge volume prior to discharge DrawdownAnalysis: Bottom Area Of Infiltration Area = 27'-7" x 44'-0" = 1,213 SF Drawdown Time For Recharge Volume = [(13 7 CF/ 2.41 In/Hr) x 12 in/ft] 1,213 SF = 0.56 hours (Note: Conservative 2.41 In/Hr used instead of 8.27 In/Hr Based On Discrepancy Between Test Pits Conducted On Site And Soil Survey Maps) Standard 4: Water Quality Volume (WQV): WQV = 1.0" x 0.15 Ac = 0.15 Ac-In = 0.0125 Ac-Ft =: 545 CF Simple Dynamic Method For Required WQV (See Calculations Pages 177-179) Note: Ston-nwater chambers will store /infiltrate required WQV prior to discharge. (Note: I" used since project has soils w/ infiltration rate greater than 2.41 In/Hr) P. i 11 Sir-J Li✓ DYNAMIC Tt4 ® W V Simple Dynamic Method -WQV Bake N Joy - Parking Lot Expansion - Simple Dynamic Metho Type 111 24-hr Rainfall=0.26" Prepared by The Neve-Morin Group, Inc. Printed 7/20/2010 HydroCADO 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Summary for Subcatchment 1 : Simple Dynamic Method wq V Runoff = 0.33 cfs @ 12.09 hrs, Volume= 0.013 af, Depth> 0.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-13.00 hrs, dt= 0.01 hrs Type III 24-hr Rainfall=0.26" Area (ac) CN Description 2.490 98 Roof& Pavement 2.490 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 : Simple Dynamic Method Hydrograph 0.36_ 0.34= 0.33 cfs I —Runoff 0.32 0.3 Type 111- - 0.28 - i fall= ®® 0.26 0.24_ Runoff r 0.22: --_ - lu0.2 3 0.18_ Runoff " o. 0.16 0.14- = Ln 0.12 0.08 0.06 0.04 - 0.02 0 , 11 12 13 Time (hours) P ►-7 S Simple Dynamic Method -WQV Bake N Joy - Parking Lot Expansion - Simple Dynamic Metho Type 111 24-hr Rainfall=0.26" Prepared by The Neve-Morin Group, Inc. Printed 7/20/2010 HydroCAD®9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Summary for Pond 4P: S OA Inflow Area= 2.490 ac,100.00% Impervious, Inflow Depth > 0.06" Inflow = 0.33 cfs @ 12.09 hrs, Volume= 0.013 of Outflow = 0.07 cfs @ 11.86 hrs, Volume= 0.008 af, Atten= 79%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.86 hrs, Volume= 0.008 of Routing by Stor-Ind method, Time Span= 11.00-13.00 hrs, dt= 0.01 hrs Peak Elev= 246.82' @ 12.55 hrs Surf.Area= 0.028 ac Storage= 0.006 of Plug-Flow detention time= 19.1 min calculated for 0.008 of(60% of inflow) Center-of-Mass det. time= 6.5 min (736.5- 730.1 ) Volume Invert Avail.Storage Storage Description #1 246,30' 0.022 of 27.58'W x 44.001 x 3.21'H Stone Bed 0.089 of Overall - 0.035 of Embedded = 0.054 of x 40.0% Voids #2 246.80' 0.035 of Cultec R-280 x 36 Inside#1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L =42.5 cf Overall Size=47.0"W x 26.5"H x 8.001 with 1.00' Overlap 0.057 of Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 246.30' 2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 11.86 hrs HW=246.33' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.07 cfs) NO-rF, ' CorlsEtzVA-I-t\/E INFILTKA-rrorl XAT'E Or- Z.41 I N/h-t Z USE D I N STE:AtD OF S.Z7 ,,J/t+F_ BASE® ON 1�IscTc'EpANLY SE:TWEEN T�sT P t'TS c.oNr�vLTt�� o� 5l TE fAND Sol L Su>zvc � MAPS. P. i-79 Simple Dynamic Method -WQV Bake N Joy - Parking Lot Expansion - Simple Dynamic Metho Type Ill 24-hr Rainfall=0.26" Prepared by The Neve-Morin Group, Inc. Printed 7/20/2010 HydroCADO 9.10 s/n 00401 ©2009 HydroCAD Software Solutions LLC Pond P: S A Hydrograph 0-36 0.34- - 0.33 cfs --Inflow -m Discarded 0.32- Inflowr - - 0.3 ac 0.28 - 0.26 ■.. 0.24 ®_ - 0.22 0.2: 0.18 0 u 0.16: 0.14 0.12: 0.1- 0.08 0.07 cfs .. 0.06-- 0.04 0.02. 0= 11 12 13 Time (hours) Location: Outlet Stormwater Chambers A B C D E TSS Removal Starting TSS Amount Remaining BMP Rate Load* Removed (BxC) Load (C-D) 4--1 a) First Defense 4' 93% 1.0 0.93 0.07 Dia. Unit -Fu Cn > C 0 0 E Infiltration 80% 0.07 0.05 0.02 (D Chambers 0 U) U) CU Total TSS Removal = 0.98 Project: 351 Willow Street, North Andover Prepared By: JMM *Equals remaining load from previous BIVIP (E) Date: 7/26/10 which enters the BIVIP F_o 0 Location: First Defense Unit #2 A B C D E TSS Removal Starting TSS Amount Remaining BMP Rate Load* Removed (BxC) Load (C-D) 4-0 a) a) First Defense 4' 95% 1 .0 0.95 0.05 Dia. Unit 0 0 E a) 0 U) 'M l.-- Total TSS Removal = 0.95 Project- 351 Willow Street, North Andover Prepared By: JMM *Equals remaining load from previous BMP (E) Date: 7/26/10 which enters the BMP F'P Sizing s Based on MADEP guidelines there is a 95% probability that a maximum storm intensity of 1.67 inches per hour will encompass the first inch of runoff in mainland Massachusetts. FIRST DEFENSE. uNIT # �. o. 4oAG. t 43,5Co0 SF I.G7 in o.Co-I LDS ALr� I�r Co0►�,;^ �p SeG_ IZ in Rer-novexI EIF-FiGiency o .Co7 �- S �}3 ®� / o FI ►zs-r DEFF-Ns UNI 1 it:p Z. O.Z9 AL 43,5GO5F I.Co7 M+^ u AG« '.-ir 64'Mirl CGO SGL 1 Z 1rn 14-ft Diameter First 100% Removaliien I I I I t I I I I I I I I I I 90% --------t---------1---------�---------i---------t-------- - - -1---------I - , I I 1 I I 80% _-- L_ -L -_1_ __1________1________1________ ________J_____-___I_ I I I I I I I I I I 1 I I I I 1 1 I I 1 I 70% ------------- -------- ------- ------- I I I I I I I I C I I t 1 I 1 I I 1 I 1 I I 1 I I >y 6O% ----____r--______T_ -T ___T__._____-_T-___.____,_____ _.- ____---_I____---__1_._----___ Q) I I I I 1 I I Y� 50% -------- -1 LV ® By-pass flow rate=0.7 cfs E40% ________- L-__-_-__1.__-___-_1_--_--___1-.___-___.J i I 1 I I I I I 1 N I I 1 I I I I I I W I I I I I I I I I I 1 I I I I I I I 1 I I I I I I 30% --------;- -;---- --- ------- -- ---------;---- -- -; --- ---------------------- 20% --. *Note: Results are based on the Maine Department of Environmental Protection Testing Protocols-(Available Upon Request) I I I 10% ----------------- ---------; ---+-- +--------1--- --- -------- ------------------- I I I I I I I I I I I I I � I I 1 0% 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Flow rate (cfs) CA W Development of a Rational Basis For Designing Recharging Stormwater Control Structures and Flow and Volume Design Criteria MADEP 99-061T9 CHAPTER 2: DEVELOPMENT OF FLOW AND VOLUME DESIGN CRITERIA Project Overview The Massachusetts Stormwater Management Policy has the goal of improving water quality in the state. One aspect of this policy is a requirement that treatment be applied to the stormwater runoff that occurs early in a storm event. This"first flush" water must be treated due to the fact that it typically contains the greatest concentration of pollutants. The Massachusetts Policy provides an explanation of the standards for water quality (standards 4-6)that stipulates that the first 1.0-inch of runoff must be treated for critical areas and the first 0.5 inches must be treated for all other areas. The water quality volume can be derived simply by multiplying the depth of runoff(0.5 or 1.0 inches) by the impervious area at the site. If the treatment device is a detention pond or basin then this volume can be used for basin sizing. However,some treatment devices are based on flow-through technology. These devices do not detain water but instead perform treatment as the stormwater passes through. Sizing of these devices typically requires a design flow rate. The setting under consideration is one in which stormwater drains from an impermeable area, such as parking lot or rooftop, into a collection point where it is subject to treatment. For purposes of sizing of flow-through devices we assume that the designer seeks a design flow rate Q,i, which can be computed as q,F4 where A is the site specific impermeable area and gdis the design flow rate per unit area or the design flux. In this report we analyze for values of the design flux,qd. This document is intended to provide a relationship between a specified storm depth and a resulting flow rate. Because of the wide variability of individual storm depths, durations and intensities there is no single relationship between these variables. For low intensity storms the flow rate through the collection point is small. For storms v,ith high intensities the flow rate at the collection point may be large during the first flush period. Hence, the design flow rate should be based on these high intensity storms. However, use of eery high values of qd may lead to unnecessary over-design of flow-through devices because these intensities may occur rarely. In this document we present a range of design flux based on the probability that the design flux will be exceeded in any given storm. In addition to the selected probability level, the design flux depends upon the three factors. The first factor is the depth of stormwater that must be treated (0.5 inches or 1.0 inches). The second factor is the location of the structure. The analysis of the data has indicated that the pattern of storm intensities is different for Cape Cod and mainland regin-� of Massachusetts. The third factor is the method used for estimating storm intensity. The first meth, the average intensity over the entire storm up to the point at which the design depth is achieved. The second is the maximum 15-minute intensity observed during the storm up to the point when the design depth is achieved. The appropriate definition may depend upon the specific characteristics of the flow-through device and the ability of the system to attenuate peaks in flow with appropriate storage. The results presented here are based on analysis of rainfall data at stations in Massachusetts with records of 15-minute storm data extending from 1971 to 2000. Complete details of the analysis can be found in the following sections of this chapter. The results of this work are presented in the four tables that follow. Each table indicates the probability that the storm intensity will be less than the indicated design flux. Considering Table 1,the 0,5-inch design flux for the Capc-Cod area at the 9.5% probability level using the average storm intensity is 0.39 inches/hr. This can be interpreted to mean that there is a 95% probability that the actual average storm intensity for any given storm will be less than or equal to 0.39 inches/hr during the first 0.5 inches of Lim�crsit4 of Massachusetts ai Amhcrsi Page 21 Center for Energy Efficiency and Rcncs+abic Energy llc«lopmcm of a Rational Basis for Designing Recharging Stormwater Control Structures and Flow and `volume Design Criteria MADEP 99-06,319 precipitation. One minus the probability value provides the likelihood that the storm intensity will be exceeded in any given storm event. This implies that there exists a 5% probability that the average intensity will exceed 0.39 inches/hr during the first 0,5 inches of precipitation. Example To use these results in practice the user needs to identify the appropriate storm depth, either 0.5 inch or 1.0 inch, and the location of the structure under consideration, either Cape Cod or mainland. These two factors will indicate which of the Tables is appropriate. The user then selects the probability level that should be achieved and the storm intensity estimation method. As an example, if the design specifications are again for a 0.5-inch storm in a Cape Cod area and the average storm intensity method is used xvith a 0.95 probability then a design flux, qd, of 0.39 inches/hr would be selected, if the system drains an area,A, of 2 acres then the design flow rate,Qd, would be: Q'I=q,rA =0.39 in/hr X 2 acres X 453 gpm/ac-in/hr=353 gpm A design flow rate of 353 gpm would be accommodated in 95%of storms and exceeded in 5%of storms. Flow Volume Probability Tables Table 1: Design Flux (inches•hour) During the First 0.5 inch of Rainfall for Cape Cod Areas Based on Probability Level and Storm Intensity Estimation Method. Probabilitv That Storm Intensitv is Less Than Indicated Design Flux Storm Intensity 0.75 0.90 ! 0.95 0.99 Estimation Method ! average Storm 0.18 0.29 0.39 1.05 Intensi in/hr Maximum Storm 0.37 0.69 0.97 1.83 Intensity (in/hr Table 2: Design Flux (inches/hour) During the First 0.5 inch of Rainfall for Mainland Areas Based on Probability Level and Storm Intensity Estimation Method. Probabilitv That Storm Intensity is Less Than Indicated Design Flux Storm Intensiq, 0.75 0.90 0.95 0.99 Estimation Method .overage Storm 0.19 0.37 0.76 1.39 Intensity (in/hr) Maximum Storm Intensity (in/hr) 0.37 0.71 1.14 2.23 t lnivertity of kla,4�nchuwtts at �mher�i Page 22 Center for Engrg-,,,Efficiency-and Renewable Energy Development of a Rational Basis for Designing Recharging Stormwater Control Structures and Flow and Volume Design Criteria MADEP 99-Ob 319 Table 3: Design Flux (inches/hour) During the First 1.0 inch of Rainfall for Cape Cod Areas Based on Probability Level and Storm Intensity Estimation Method. Probability That Storm Intensity is Less Than Indicated Design Flux Storm Intensity 0.75 0.90 0.95 099 Estimation Method Average Storm 0.15 0.28 0.38 0.93 Intensi in/hr Maximum Storm 0.59 1.03 1.40 2.27 Intensity (in/hr Table 4: Design Flux (inebes/hour) During the First 1.0 inch of Rainfall for Mainland Areas Based on Probability Level and Storm Intensity Estimation Method. Probabilitv That Storm Intensitv is Less Than Indicated Design Flux Storm intensity 0.75 0.90 0.95 0.99 Estimation Method Average Storm 22 Intensitv (in/hr) O.I6 0.30 0.5 I.74 Maximum Storm 0.57 1.12 1.67 3.04 Intensity in/hr University of Massachusetts at Amherst Page 23 Center for Enerp-Efficiency and Renewable Energy P.-brformance Evaluation University of I'vlass.achusects Ai44er�t search Wass QQ. Current User: MASTEP GUEST •' • •' • Loa Off lRegistration I Forgot Password I Home Page_ Performance Evaluation Back to Profile First Defense::A product from HYDRO INTERNATIONAL:: Performance information: (This product was evaluated in at least one third-party study.See MASTEP Evaluation Summary.) Two studies of the Hydro International First Defense 4'unit were conducted at the manufacturer's facility.These studies were designed to comply with the Maine DEP protocol for laboratory testing.The first study preformed three tests at 100%of the design treatment flow rate.TSS removal efficiencies ranged from 89.4-96.9%,with a mean of 93.66%.The second study was similar to the first but overseen by Jeff Dennis a representative of the DEP.This time they only preformed one test run at one target Flow rate(100%)and found TSS removal to be 94.0-95.7%once adjusted for background. Pollutants addressed Manufacturer's Minimum Tested Test Notes Removal particle removal Data Efficiency size efficiency Status claim (*) (**) Total suspended solids 95% 94% 3 Removal of OK-110 Sand at 290 gpm, Influent concentrations ranged from 189.1 mg/L to 299.8 mg/L *-Pollution removal efficiency evaluated by MASTEP staff based on review of available performance evaluation reports. **-1=sufficient credible data to be able to evaluate pollution removal efficiency claims.2=sound field or laboratory performance studies exist for this technology.Some caveats exist regarding use of the study information.3=performance studies with some scientific merit exist for this technology.Significant caveats exist regarding use of the study Information.4=There is insufficient reliable data available to evaluate the performance of this technology.0=data review not yet conducted. Test reports: (click on link to view a summary of a test,click on disk icon to download the full report) Title Author/ Date TARP Test Documents Agency compliancy protocol compliancy First Defense Testing Using Hydro 11/01/2004 No N/A Maine DEP Protocol Utilizing OK- International 110 Feed Sand Hydro International First Defense Jeff Dennis 11/12/2004 No Ok-110 Sand TSS(SSC) (Maine DEP) Removal Confirmation Test Return to the Home Page ©2004 University of Massachusetts Amherst.Site Policies.This site is maintained by MaSTEP.Comments to:webmaster. �. t: � •` ${} Mrs http://www.mastep.net/database/d—eval.cfm?reclD=538&vlD=422 8/28/2009 r. ., a .. UNIVERSITY OF MASSACHUSETTS Massachusetts Evaluation mwater Q Evala�ation Project AT A HERST Water Resources Research Center (413)545-5532 Blaisdell House, UMass (413)545-2304 FAX 310 Hicks Way www.mastep.net Amherst, MA 01003 MASTEP Technology Review Technology Name: Hydro International First Defense Studies Reviewed: Hydra International First Defense Testing Using Maine DEP Protocol Utilizing OK- 110 Feed Sand. November 2004, testing conducted October 2004. Hydro International First Defense Ok-110 Sand TSS(SSC) Removal Confirmation Test. Jeff Dennis, Maine DEP. Date: March 15, 2008 Reviewer: Sarah Titus Rating: 3 Brief rationale for rating: This rating is primarily based on the report by the manufacturer"Hydro International First Defense Testing Using Maine DEP Protocol Utilizing OK-110 Feed Sand". This study was conducted by the manufacturer on a full scale 4'diameter model using Maine DEP protocol for laboratory testing. They preformed three runs at 100% of the design treatment flow rate using OK-110 Silica sand. The influent TSS was mostly within the recommended range but failed to make it all the way to the low end. Statistical analysis was done and efficiency ratio was used to calculate percent removal. The second study was witnessed by a DEP representative and was similar in most respects to the first study. Exceptions were that there was only one test run, the average flow fell short of the intended 100% of the design treatment flow rate, there was no statistical analysis and the influent TSS concentration was higher than in the first study. TARP Requirements Not Met*: • Not a third party study. • No documentation of a Quality Assurance Project Plan • No scour tests run • Only did 3 test runs • Only tested one rate ® Lab may not be certified for TSS • Used OK-110 Silica sand Water Resources Research Center Page 1 University of Massachusetts—Amherst 3/24/2008 LlMassachusetts Department of Environmental Protection P. IB9 Bureau of Resource Protection -Wetlands r tForm Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 A. Property Information Important: When filling out 1. The proposed project is: forms on the computer, use a. New development ® Yes ❑ No only the tab key to move b_ Redevelopment ❑ Yes ❑ No your cursor- do not use the (If yes, distinguish redevelopment components return key. c. Combination El Yes El No from new development components on plans). 2. Stormwater runoff to be treated for water quality is based on the following calculations: VkZA a. ® 1 inch of runoff x total impervious area of post-development site for discharge to critical areas r� (Outstanding Resource Waters, recharge areas of public water supplies, shellfish growing areas, swimming beaches, cold water fisheries). Note: b. ❑ 0.5 inches of runoff x total impervious area of post-development site for other resource areas. This November 2000 version of the Stormwater Management B. Stormwater Management Standards Form supersedes earlier versions DEP's Stormwater Management Policy(March 1997) includes nine standards that are listed on the including those contained in following pages. Check the appropriate boxes for each standard and provide documentation and DEP's additional information when applicable. Stormwater Handbooks. Standard#1: Untreated stormwater a. ® The project is designed so that new stormwater point discharges do not discharge untreated stormwater into, or cause erosion to, wetlands and waters. Standard#2: Post-development peak discharges rates a. ❑ Not applicable—project site contains waters subject to tidal action. Post-development peak discharge does not exceed pre-development rates on the site at the point of discharge or downgradient property boundary for the 2-yr, 10-yr, and 100-yr, 24-hr storm. b. ❑ Without stormwater controls c. ® With stormwater controls designed for the 2-yr, and 10-yr storm, 24-hr storm. d. ® The project as designed will not increase off-site flooding impacts from the 100-yr,24-hr storm. Stormwater Management Form•rev.8/5/2004 Page 1 of 5 'LJ\ Massachusetts Department of Environmental Protection P.190 Bureau of Resource Protection - Wetlands Stormwater Management Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Storm water Management Standards (cont.) Standard #3: Recharge to groundwater Amount of impervious area(sq. ft.)to be infiltrated: 6,535+/- a.square feet Volume to be recharged is based on: b. ® The following Natural Resources Conservation Service hydrologic soils groups (e.g. A, B, C, D, or UA)or any combination of groups: 100 C 1.%of impervious area 2.Hydrologic soil group 3.%of impervious area 4. Hydrologic soil group 5.%of impervious area 6.Hydrologic soil group T%of impervious area 8.Hydrologic soil group c. ❑Site specific pre-development conditions: 1. Recharge rate 2.Volume d. Describe how the calculations were determined: 0.15 AC x 0.25 in = 0.0375 Ac-in =0.0031 Ac-Ft= 137 cf e. List each BMP or nonstructural measure used to meet Standard#3 (e.g. dry well, infiltration trench). Infiltration chambers Does the annual groundwater recharge for the post-development site approximate the annual recharge from existing site conditions? f. ® Yes, ❑ No Standard #4: 80%TSS Removal a. ® The proposed stormwater management system will remove 80% of the post-development site's average annual Total Suspended Solids(TSS) load. b. Identify the BMP's proposed for the project and describe how the 80% TSS removal will be achieved. First Defense Unit-93% & 95% Infiltration chambers-80% Stormwater Management Form-rev.8/5/2004 Page 2 of 5 Massachusetts Department of Environmental Protection P.I9 J Bureau of Resource Protection - Wetlands StormwaterLl r Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) c. If the project is redevelopment, explain how much TSS will be removed and briefly explain why 80% removal cannot be achieved. Standard #5: Higher potential pollutant loads See Stormwater Does the project site contain land uses with higher potential pollutant loads Policy Handbook Vol. I, page 1-23, for land uses of a. ❑Yes ® No b. If yes, describe land uses: high pollutant loading(see Instructions). c. Identify the BMPs selected to treat stormwater runoff. If infiltration measures are proposed, describe the pretreatment. (Note: If the area of higher potential pollutant loading is upgradient of a critical area, infiltration is not allowed.) Standard#6: Protection of critical areas See Stormwater Will the project discharge to or affect a critical area? Policy Handbook Vol. I, page 1-25, a Yes ® No b. If yes, describe areas: for critical areas (see Instructions). c. Identify the BMPs selected for stormwater discharges in these areas and describe how BMPs meet restrictions listed on pages 1-27 and 1-28 of the Stormwater Policy Handbook—Vol. I: Stormwater Management Form•rev.8/5/2004 Page 3 of 5 LJMassachusetts Department of Environmental Protection P. 19Z Bureau of Resource Protection -Wetlands Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. G. 131, §40 B. Storm ter Management Standards (cunt.) Note: components of Standard #7: Redevelopment projects redevelopment projects which Is the proposed activity a redevelopment project? plan to develop previously a. ❑ Yes ® No b. If yes, the following stormwater management standards have been met: undeveloped areas do not fall under the scope of Standard 7. c. The following stormwater standards have not been met for the following reasons: d. ❑ The proposed project will reduce the annual pollutant load on the site with new or improved stormwater control. Standard 8: Erosion/sediment control a. ® Erosion and sediment controls are incorporated into the project design to prevent erosion, control sediments, and stabilize exposed soils during construction or land disturbance. Standard #9: Operation/maintenance plan a. ® An operation and maintenance plan for the post-development stormwater controls have been developed. The plan includes ownership of the stormwater 13MPs, parties responsible for operation and maintenance, schedule for inspection and maintenance, routine and long-term maintenance responsibilities, and provision for appropriate access and maintenance easements extending from a public right-of-way to the stormwater controls. Operation and Maintenance Plan -351 Willow Street South, North Andover, July 26,2010 MA c.Date Prepared by The Neve-Morin Group, Inc. d. Planfritle e. Date Stormwater Management Form•rev.8/5/2004 Page 4 of 5 Massachusetts Department of Environmental i Protection Bureau of Resource Proteotion -Wetlands ,x t+ r t t� n For Massachusetts VVetlands Protection Act M.G.L. c, 131, §40 C. Sub iln9 E Requirements online Users. DEFT recornmends that applicants submit this form,as well as,supporting documentation and plans, Include your with the Notice of intent to provide stormwater management information for Commission review document consistent with the wetland regulations(310 OMR 10.05 (6)(b)) and DFp,s stormwater Management transaction policy(March 1997). If a particular stormwater management standard cannot be met, information number should be provided to demonstrate how equivalent water quality and water quantity protection will bey (provided on provided. DEP encourages engineers to use this form to oe,Oy that the project meets the stormwater your receipt management standards as well as acceptable engineering standards, For more information, consult page)with all the Stormwater Management Policy. supplementary Information you submit to the nl �tf 'r~; Department. D. Muffin RealY Trust Applicant Name Date Signature The Neve-Morin Group, Inc. Representativ6 of any) - Date Signatur PFQ9 Cr5 1 -•a^t-m Four'rev.P15=34 t P i94 OPERATION TENANCE PLAN FOR 351 `willow Street North Andover,MA July 26,2010 The success of the stormwater management plan depends on the proper implementation, operation, and maintenance of several management components. The following procedures shall be implemented to ensure success of the Stormwater Management plan: 1. The contractor shall comply to the details of construction of the site as shown on the plans. 2. The catch basins, First Defense units and infiltration chambers shall be inspected and maintained as required in Table 1 3. Effective erosion control measures during and after construction shall be maintained until a stable turf is established on all altered areas. THE MAINTENANCE PLAN During Construction: The Contractor constructing the site and drainage system shall be responsible for maintaining the stormwater system during construction Routine maintenance of all items shall be performed in order to ensure adequate runoff and pollution control during construction. Once construction is complete, the property owner shall assume responsibility to operate and maintain the stormwater management components. The owner shall be responsible for all maintenance activities needed following the construction. The maintenance schedule shown in Table 1 shall be done in perpetuity. - Inspections of the catch basins, first defense units and infiltration chambers as required in Table 1. Cleaning of catch basins, first defense units and infiltration chambers as required in Table 1. Monitoring the erosion control systems until establishment of natural vegetation. Table 1: Maintenance Schedule for Drainage Structures Structure Inspection Maintenance • Stumps to be cleaned 2 times per year or whenever the depth of deposits is greater than or equal to one half Catch Basin Monthly the depth from the bottom of the invert of the lowest pipe in the basin (April & October) • Remove sediment once a year or as needed (ie: once First Defense Unit Monthly During the First Year Of depth reaches 26") Operation And Every Six Months . Remove Sediment following a spill in the drainage area After That Unless First Year . Remove Oil & Floatables once a year or with sediment Inspections Show The Need For More removal Frequent Inspections . Remove Oil & Floatables following a spill in the drainage area Infiltration Chambers Inspect after every major storm event ® Measure water depths in inspection ports at 24 and 48 for first 3 months after construction to hour intervals after a storm to verify structure is draining. ensure the structures are working . Rehabilitate structure if it fails due to clogging properly. Thereafter,twice a year (April/October) V� J? l 9!o FORM 11 -SOIL EVALUATOR FORM Pagel of 4 No. 1230 Date: 3/10/10 Commonwealth of Massachusetts North Andover,Massachusetts Soil SuitahjEL Assessment fog -site ee is s Performed By: Greg Hochmuth Date: 3/10/10 Witnessed By: Date: Location Address or Owner's Name Bake n Joy Foods, Inc. Lot# 351 Willow Street Address and 351 Willow Street North Andover,MA 01845 New Construction ® Repair Office Review Published Soil Survey Available: No = Yes Year Published 1981 Publication Scale 1"= 1320' Soil Map Unit Whitman 73A Drainage Class D Soil Limitations Surficial Geologic Report Available: No ® Yes Year Published Publication Scale Geologic Material(Map Unit) Landform Outwash Plain Flood Insurance Rate Map: Above 500 year flood boundary No Yes X Within 500 year flood boundary No X Yes Within 100 year flood boundary No X Yes Wetland Area: National Wetland Inventory Map(map unit) Wetlands Conservancy Program Map(map unit) Current Water Resource Conditions(USGS): Month Range: Above Normal Normal ® Below Normal Other References Reviewed: FORM 11 —SOIL EVALUATOR FORM Page 2a of 3 Location Address or Lot No. 351 Willow Street -Site Review Deep Hole Number 10-1 Date 3/10/10 Time 10:00 am Weather Sunny 50T Location(identify on site plan) See Plan Land Use Industrial Slope(%) 0-3% Surface Stones NA Vegetation Lawn Landform Ground Morraine Position on landscape(sketch on the back) See Plan Distances from: Open Water Body NA feet Drainage Way >50 feet Possible Wet Area >50 feet Properly Line >10 feet Drinking Water Well NA feet Other Depth from Soil Horizon Soil Texture Soil Color Soil Other Surface(Inches) (USDA) (Munsell) Mottling (Structure, Stones,Bounders, Consistency,%Gravel) 0-25" Fill - 25-32" Ab FSL 10YR3/2 32-42" Bw SL 10YR5/6 Yes ESHWT @ 40" 42-74" C Sand 2.5Y5/4 *MINIMUM OF 2 HOLES REQUIRED AT EVERY PROPOSED DISPOSAL AREA Parent Material(geologic) Ice Contact Outwash Depth to Bedrock: NA Depth to Groundwater: Standing Water in the Hole: NA Weeping from Pit Face: NA Estimated Seasonal High Ground Water: 40" DEP APPROVED FORM—12/7/95 DocumenC Document2 FORM I I —SOIL EVALUATOR FORM Page 2b of 3 Location Address or Lot No. 351 Willow Street On-Site Review Deep Hole Number 10-2 Date 3/10/10 Time 10:00 am Weather Sunny 50T Location(identify on site plan) See Plan Land Use Industrial Slope(%) 0-3% Surface Stones NA Vegetation Lawn Landform Ground Morraine Position on landscape(sketch on the back) See Plan Distances from: Open Water Body NA feet Drainage Way >50 feet Possible Wet Area >50 feet Property Line >10 feet Drinking Water Well NA feet Other Depth from Soil Horizon Soil Texture Soil Color Soil Other Surface(Inches) (USDA) (Munsell) Mottling (Structure, Stones,Bounders, Consistency,%Gravel) 0-50" Fill - 50-57" Ab FSL 10YR3/2 57-63" Bw SL 10YR5/6 63-96" C Sand 2.5Y5/4 Yes ESHWT @ 80" *MINIMUM OF 2 HOLES REQUIRED AT EVERY PROPOSED DISPOSAL AREA Parent Material(geologic) Ice Contact Outwash Depth to Bedrock: NA Depth to Groundwater: Standing Water in the Hole: NA Weeping from Pit Face: NA Estimated Seasonal High Ground Water: 80" DEP APPROVED FORM—12nlgs DocumenC DocumenO FORM 11 —SOIL EVALUATOR FORM Page 3a of 3 Location Address or Lot No. 351 Willow Street Determinationfor Seasonal Hi h Water Table TP 10-1 Method Used: Depth observed standing in observation hole inches Depth weeping from side of observation hole inches X Depth to soil mottles 40 inches Groundwater adjustment feet Index Well Number Reading Date Index Well Level Adjustment factor Adjusted ground water level Depth of Naturally Occurring Pervious Material Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? Yes If not, what is the depth of naturally occurring pervious material? Certification I certify that on 11/13/03 I have passed the soil evaluator examination approved by the Department of Environmental Protection and that the above analysis was performed by me consistent with the required training, expertise and experience described in 310 CMR 15.017. Signature Date `s DEP APPROVED FORM—12/7/95 Document6 FORM 11 —SOIL EVALUATOR FORM Page 3b of 3 Location Address or Lot No. 351 Willow Street Determinationfor Seasonal High Water Tahle TP 10-2 Method Used: Depth observed standing in observation hole inches Depth weeping from side of observation hole inches X Depth to soil mottles 80 inches Groundwater adjustment feet Index Well Number Reading Date Index Well Level Adjustment factor Adjusted ground water level Depth of Naturally Occurring Pervious Material Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? Yes If not,what is the depth of naturally occurring pervious material? Certification I certify that on 11/13/03 I have passed the soil evaluator examination approved by the Department of Environmental Protection and that the above analysis was performed by me consistent with the required training, expertise and experience described in 310 CUR 15.017. Signature Date Ild 411 d DEP APPROVED FORM—12/7/95 Document6 FORM 12—PERCOLATION TEST Location Address or Lot No. 351 Willow Street COMMONWEALTH OF MASSACHUSETTS North Andover, Massachusetts Percolation Test* Date: 3/10/10 Time: 10:15 AM Observation Hole # Pere 1 W/ 10-1 Perc 2 W/ 10-2 Depth of Perc 60" - 81" Start Pre-soak Took Took End Pre-soak 24 Gallons 24 Gallons Time at 12" During Dunng Time at 9" Pre-Soak Pre-Soak Time at 6" Time (7"-699) Rate Min./Inch <2 Minutes Per Inch <2 Minutes Per Inch *Minimum of 1 percolation test must be performed in both the primary area AND reserve area. Site Passed ® Site Failed Performed by: Greg Hochmuth, Neve-Morin Witnessed by: Comments: DEP APPROVED FORM—12/07/95 Document4 P zoZ Table 2.3.3. 1982 Rawls Rates18 Texture Class NRCS Hydrologic Soil Group Infiltration Rate HSG Inches/Hour Sand A 8.27 7777777-7 Sa"d Silt Loam C 0.27 Sandy Clay Loam C 0.17 C121 Loam D 0,09 Silty Clay Loam D 0.06 Sandy Clay D . 0.05 Si! Clay D 0.04 Clay D 0.02 No-re S®oL EVALuXrIONS ON S1TE Sl-taw PAR R—NT MATERIAL AS SAND NOwsVea ®U C: ;-r0 ,Disc R E pAr,3 cy BET w aeN —r EsT p t-r f> 501L. Sv2VEy M026 col-JSERVA-rlVE LOAMY SAW r> L-. SL--V> . 18 Rawls,Brakensiek and Saxton,1982 Volume 3:Documenting Compliance with the Massachusetts Stormwater Chapter 1 Page 22 Management Standards