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HomeMy WebLinkAbout2006-06-22 Drainage Analysis 6/8/2006 , 19r . PROFESSIONAL ENGINEERS AND LAND SURVEYORS 160 SUMMER STREET IIAVERLIILL, I}JASSAOAUSETTS 01830-6318 (978) ,373-0310 f AX: (978)372-3960 JUN 12 2006 NOR I H r.tV W.j V r-R PLANNING DEPARTMENT DRAINAGE ANALYSIS FOR 425 WAVERLY ROAD IN NORTH ANDOVER, MASSACHUSETTS 0� S OHM EN f 2&8�5 PREPARED FOR: STEPHEN SMOLACK JUNE 8, 2006 C&S PROJECT No. 02.067 i i 1. Introduction The proposed 4-unit redevelopment of 425 Waverly Road in North Andover consists of the construction of approximately 5600-sf. of building footprint and associated drive and parking on a previously developed lot within the Residence 4 (R4) zoning district. The project as designed is exempt from the Massachusetts Department of Environmental Protection's (MADEP's) Stormwater Management Standards. The proposed stormwater management system has been designed to meet the following goals: • Mitigate post development peak rate of stormwater runoff for the 2,10, and 100-year storm events to the study points of comparison. 11. Hydrologic Analysis: A hydrologic analysis of the parcel has been performed to determine the impact of proposed improvements will have on off-site peak rate of runoff. Hydrologic calculations were performed using the"HydroCAD" Stormwater Modeling System in accordance with the methodology outlined for the SCS method. The project parcel was analyzed in the pre and post-development conditions for the 2, 10 and 100-year storm events. In the pre-development condition stormwater runoff leaves the parcel in the westerly direction at the bank of the Shawsheen River; the boundary of the tributary bordering vegetated wetlands was selected as the point of comparison (POC) for this study. Existing Drainage Conditions, included in the back of this report depicts the pre-development condition subcatchments tributary to the point of comparison. The two subcatchments are: • Existing Subcatchment 1.0: Flow tributary to DPI the existing depression at the. northeast portion of the property. • Existing Subcatchment 2.0: Plow tributary to the Shawsheen River, Proposed Drainage Conditions, also included in the back of this report depicts the revisions in sub-catchment areas due to proposed site improvements, tributary to the same point of comparison. Under the post-development condition the parcel was divided into 4 sub-catchments based on site topography and land uses. The peak flow rates of runoff from the analysis are summarized in the table below: 2-Year Storm 10-Year Storm 100-Year Storm (3.1"124-hours) (4.6"124-hours) (6.5"124-hours) P Pre- Post- Pre- Post- Pre- Post- Developmen Developmen Developmen Developmen Developmen Developmen 0 t t t t t t C (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 1 1.4 1.3 2.8 2.7 4.8 4.5 The"HydroCAD" drainage diagrams, data sheets and calculations for the 2, 10, and 100-year storm analyses for both the pre and post-development conditions are included to support the results listed in the summary table. i } 1 r !rr r 11 I r Im -� 67 28,945 sf r m ! 1 11 l B7 cN=ss `' o :DPI fiI B7 68 r ESC 1.0 28,703 sf. J 7 - J CN=84 WIDE- R P £.'Q.S�'ME'NT" � 60 ` = EXISTING DRAINAGE CONDITIONS 0 DATE: DUNE 7, 2006 DWG. NO.: 02067004 z 60' 0' 60' CHRI STIA NSEN a• SERGI PROFESSIONAL SURVEYORSEERS 150 SUMMER ST. HAVERHILL, MA 01830 TEL. 978-373-0310 Q 2005 BY CHRISTIANSEN & SERGI, INC. SCALE: 1 "=60 ' 4�j l i 1 ! NI) 10! � R - 64.7 6B 1 j i j l r��Q lNV = 59.0 �— ­7 now— � �f`.4S�-M 1 PSC 1.3 r 23,802sf ! � Il ` 1 y CN=65 ` o �, � =65.7 mm V = 60.6 1 DWELLING 6 SG I.o 1 (� 14,418 7-1�l0 Css !13, 74s. �rIT R = 64.7 55-� _ INV = 59.65 66 PROPOSED DRAINAGE CONDITIONS o DATE: JUNE 7, 2006 DWG_ NO.: 02067004 z FESS ENG 50, o° 60, CHRI S TIA NSEN f� SER GI PROLANDI GNAL SURVEYORSEERS 160 SUMMER ST. HAVERHILL. MA 01830 TEL. 978-373-0310 Q 2005 SY CHR15TIANSEN & SERGI, INC. SCALE: 1 "=60 ' i i k OM313 PS t 22 PSC1.0 ESC1.0 Rear river To 82 Teti ESC1.0: o existing dept sslon P1 ESCtt Point or Comparison G1 11 � Cal (proposed) I! Existing depress /R1ar to river CB3% C133 To CB3 Point of Comparison OC�a1a�5Ei7 GD1.f,C'�lTl��� �X�sTl�C� Cot—a ntT t Ot-a.5 SUbcat Reach on Link Drainage Diagram for Smolack Prepared by Christiansen&Sergi, Inc. 6/7/2006 HydroCADO 7.10 sln 001057 0 2005 HydroCAD Software Solutions LLC Waverly Road Drainage Analysis Smolack Type 1f124-hr 2 Year RainfaN=3.10" Prepared by Christiansen & Sergi, Inc. H droCADO 7.10 sln 001057 ©2005 H droCAD Software Solutions LLC 6i7l2006 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment ESC1.0: ESC1.0: To existing depression Runoff Area=28,703 sf Runoff Depth>1.60" Flow Length=42' Tc=6.0 min CN=84 Runoff=1.21 cfs 3,821 of Subcatchment ESC1.1: Rear to river Runoff Area=28,945 sf Runoff Depth>0.72" Flow Length=295' Tc=12.4 min CN=69 Runoff=0.39 cfs 1,740 of Subcatchment PSC1.0: To CB1 Runoff Area=14,419 sf Runoff Depth>1.14" Flow Length=77' Tc=8.5 min CN=77 Runoff=0.38 cfs 1,368 of Subcatchment PSC1.1: To CB3 Runoff Area=13,274 sf Runoff Depth>1.75" Flow Length=57' Tc=7.1 min CN=86 Runoff=0.59 cfs 1,932 of Subcatchment PSC1.2: To CB2 Runoff Area=8,095 sf Runoff Depth>0.97" Tc=0.0 min CN=74 Runoff=0.23 cfs 656 of Subcatchment PSC1.3: Rear to river Runoff Area=23,802 sf Runoff Depth>0.55" Flow Length=237' Tc=8.2 min CN=65 Runoff=0.24 cfs 1,093 of Reach 1 R: Swale at rear of units Peak Depth=0.00' Max Vet=0.0 fps Inflow=0.00 cfs 0 of n=0.030 L=150.0' S=0.0067 '1' Capacity=10.74 cfs Outflow=0.00 cfs 0 cf Pond CB1: CB1 Peak Elev=61.01' Storage=5 of Inflow=0.38 cfs 1,368 of Primary=0.38 cfs 1,368 of Secondary=0.00 cfs 0 of Outflow=0.38 cfs 1,368 of Pond C132: CB2 Peak Elev=60.00' Storage=13 cf Inflow=1.09 cfs 3,955 of Primary=1.09 cfs 3,954 of Secondary=0.00 cfs 0 of Outflow=1.09 cfs 3,954 of Pond CB3: C83 Peak Elev=60.19' Storage=7 of Inflow=0.59 cfs 1,932 of 8.0" x 64.0' Culvert Outflow=0.59 cfs 1,931 of Pond DPI: Existing depression Peak Elev=66,37' Storage=912 of lnflow=1.21 cfs 3,821 cf Outflow=0.99 cfs 3,216 of Pond POC: Point of Comparison Inflow=1.37 cfs 4,956 of Primary=1.37 cfs 4,956 of Pond POCP: Point of Comparison (Proposed) lnflow=1.32 cfs 5,048 of Primary=1.32 cfs 5,048 of Total Runoff Area = 117,238 sf Runoff Volume= 10,611 cf Average Runoff Depth = 1.09" i Waverly Road Drainage Analysis Smolack Type 11! 24-hr 10 Year Raini"aif=4.50" Prepared by Christiansen & Sergi, Inc. HydroCAD®7.10 sln 001057 © 2005 HydroCAD Software Solutions LLC 617/2006 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment ESC1.0: ESC1.0: To existing depression Runoff Area=28,703 sf Runoff Depth>2.81" Flow Length=42' Tc=6.0 min CN=84 Runoff=2.12 cfs 6,731 of Subcatchment ESCIA: Rear to river Runoff Area=28,945 sf Runoff Depth>1.60" Flow Length=295' Tc=12.4 min CN=69 Runof€=0.96 cfs 3,854 of Subcatchment PSC1,0: To CB1 Runoff Area=14,419 sf Runoff Depth>2.21" Flow Length=77' Tc=8,5 min CN=77 Runoff=0.77 cfs 2,652 of Subcatchment PSC1.1; To CB3 Runoff Area=13,274 sf Runoff Depth>3.00" Flow Length=57' Tc=7.1 min CN=86 Runoff=1.01 cfs 3,319 of Subcatchment PSC1.2: To CB2 Runoff Area=8,095 sf Runoff Depth>1.97" Tc=0.0 min CN=74 Runoff=0.49 cfs 1,331 of Subcatchment PSC1.3: Rear to river Runoff Area=23,802 sf Runoff Depth>1,33" Flow Length=237' Tc=8.2 min CN=65 Runoff=0.71 cfs 2,634 of Reach 1R: Swale at rear of units Peak Depth=0.00' Max Vet=0.0 fps Inflow=0.00 cfs 0 of n=0.030 L=150.0' S=0.0067 T Capacity=10.74 cfs Outflow=0.00 cfs 0 of Pond CB1: CB1 Peak Elev=61.26' Storage=9 of Inflow=0.77 cfs 2,652 of Primary=0.77 cfs 2,651 of Secondary=0.00 cfs 0 of Outflow=0.77 cfs 2,651 of Pond CB2: CB2 Peak Elev=61.60' Storage=34 of lnflow=2.00 cfs 7,300 of Primary=1.99 cfs 7,299 of Secondary=0.00 cfs 0 cf Outflow=1.99 cfs 7,299 of Pond CB3: CB3 Peak Elev=60,56' Storage=12 cf Inflow=1.01 cfs 3,319 of 8.0" x 64.0' Culvert Outflow=1.01 cfs 3,318 of Pond DPI: Existing depression Peak Elev=66.43' Storage=1,092 of Inflow=2.12 cfs 6,731 of Outflow=1.85 cfs 6,120 of Pond POC: Point of Comparison lnflow=2.78 cfs 9,974 cf Primary=2.78 cfs 9,974 of Pond POCP: Point of Comparison (Proposed) Inflow=2.70 cfs 9,933 cf Primary=2.70 cfs 9,933 of Total Runoff Area = 117,238 sf Runoff Volume= 20,521 cf Average Runoff Depth = 2.10" Waverly Road Drainage Analysis Smolack Type III 24-hr 100 Year Rainfall=6.40" Prepared by Christiansen & Sergi, Inc. HydroCAD® 7.10 sin 001057 O 2005 HydroCAD Software Solutions LLC 6/7/2006 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment ESC1.0: ESC1.0: To existing depression Runoff Area=28,703 sf Runoff Depth>4.57" Flow Length=42' Tc=6.0 min CN=84 Runoff=3.39 cfs 10,928 of Subcatchment ESC1.1: Rear to river Runoff Area=28,945 sf Runoff Depth>3.02" Flow Length=295' Tc=12.4 min CN=69 Runoff=1.88 cfs 7,287 of Subcatchment PSC1.0: To CB1 Runoff Area=14,419 sf Runoff Depth>3.83" Flow Length=77' Tc=8.5 min CN=77 Runoff=1.34 cfs 4,597 of Subcatchment PSC1.1: To C133 Runoff Area=13,274 sf Runoff Depth>4.79" Flow Length=57' Tc=7.1 min CN=86 Runoff=1.58 cfs 5,294 of Subcatchment PSC1.2: To CB2 Runoff Area=8,095 sf Runoff Depth>3.52" Tc=0.0 min CN=74 Runoff=0.88 cfs 2,377 of Subcatchment PSC1.3: Rear to river Runoff Area=23,802 sf Runoff Depth>2.64" Flow Length=237' Tc=8.2 min CN=65 Runoff=1.52 cfs 5,241 of Reach 1R: Swale at rear of units Peak Depth=0.00' Max Vet=0.0 fps lnflow=0.00 cfs 0 of n=0.030 L=150.0' S=0.0067 7' Capacity=10.74 cfs Outflow=0.00 cfs 0 cf Pond C131: C131 Peak Elev=61.94' Storage=17 of Inflow=1.34 cfs 4,597 of Primary=1.33 cfs 4,596 of Secondary=0.00 cfs 0 of Outflow=1.33 cfs 4,596 of Pond C132: C82 Peak Elev=65.39' Storage=157 of Inflow=3.30 cfs 12,266 of Primary=3.00 cfs 12,265 of Secondary=0.00 cfs 0 of Outflow=3.00 cfs 12,265 of Pond CB3: C133 Peak Elev=61.39' Storage=23 of lnflow=1.58 cfs 5,294 of 8.0" x 64.0' Culvert Outflow=1.57 cfs 5,293 of Pond DP1: Existing depression Peak Elev=66.49' Storage=1,304 of lnflow=3.39 cfs 10,928 of Outflow=3.02 cfs 10,307 of Pond POC: Point of Comparison Inflow=4.84 cfs 17,594 of Primary=4.84 cfs 17,594 of Pond POCP: Point of Comparison (Proposed) Inflow=4.49 cfs 17,505 of Primary=4.49 cfs 17,505 of Total Runoff Area= 117,238 sf Runoff Volume = 36,724 cf Average Runoff Depth = 3.66" i Waverly Road Drainage Analysis Smolack Type 11124-17r 2 Year Rainfa11T3.10" Prepared by Christiansen & Sergi, Inc, H droCADO 7.10 sln 001057 © 2005 H droCAD Software Solutions LLC 617/2006 Subcatchment ESC1.0: ESC'I A To existing depression Runoff = 1.21 cfs @ 12.09 hrs, Volume= 3,821 cf, Depths 1.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.10" Areas CN Description 11,129 98 Paved parking & roofs 13,287 79 <50% Grass cover, Poor, HSG B 4,287 61 >75% Grass cover, Good, HSG B 28,703 84 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) ft/ft) (ft/sec) (cfs) 3.5 42 0.0470 0.2 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 3.10" Z5 Direct Entry, Min. Te= 6.0 min. 6.0 42 Total Subcatchment ESCI A ESC1.0: To existing depression Flydrograph 1.21 efs Cc 12.09 hrs —Runoff Type III 24-hr 2 Year Rainfall=3.10" Runoff Area=28,703 sf Runoff Volume=3,821 cf U g Runoff Depth>1 .60" U. Flow Length=42' Tc=6.0 min CN=84 01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) I i Waverly Road Drainage Analysis Smolack Type 111 24-hr 2 Year Rainfall=3. 10" Prepared by Christiansen & Sergi, Inc. H droCAD®7.10 sin 001057 O 2005 H droCAD Software Solutions LLC 617/2006 Subcatchment ESC9.11: Rear to river Runoff - 0.39 cfs @ 12.20 hrs, Volume= 1,740 cf, Depths 0.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.10" Areas CN Description 5,796 98 Paved parking & roofs 3,007 79 <50% Grass cover, Poor, HSG B 12,035 61 >75% Grass cover, Good, HSG B 8,108 55 Woods, Good, HSG B 28,945 69 Weighted Average Tc Length Slope Velocity Capacity Description (rein) (feet) (ft/ft} (ft/sec) (cfs) 11.0 50 0.0100 0.1 Sheet Flow, SHEET Grass: Dense n= 0.240 P2= 3.10" 0.7 165 0.0700 4.0 Shallow Concentrated Flow, SHALLOW Grassed Waterway Kv= 15.0 fps 0.7 80 0.1500 1.9 Shallow Concentrated Flow, SHALLOW Woodland Kv= 5.0 fps 12.4 295 Total Subcatchment ESCI A: Rear to river Hydrocdraph 0.42 Runoff 0.4- 0.39 cfs 12,20 hrs 0.38- 0.36- Type III 24-hr 2 Year 0.3 Rainfall=3.10" oZB. Runoff Area=28,945 sf 0:24 Runoff Volume=1 ,740 cf 00.22 Runoff Depth>0.72" 0.LL 0,18- Flow Length-=295` 0.14- Tc=12.4 min 0.12- 0'1- CN=69 0.66- 0,06 0.04- 0.02 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 Time (hours) f Waverly Road Drainage Analysis Smolack Type !ll 24-hr 2 Year Rainfall=3.10" Prepared by Christiansen & Sergi, Inc. HydroCAD®7.10 s/n 001057 O 2005 HydroCAD Software Solutions LLC 6/7/2006 Subcatchment PSC1.0: To CB1 Runoff = 0.38 cfs @ 12.13 hrs, Volume= 1,368 cf, Depth> 1.14" Runoff by SCS TR-20 method, UH=SCS,.Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.10" Area (sf) CN Description 6,119 98 Paved parking & roofs 8,300 61 >75% Grass cover, Good HSG 6 14,419 77 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) Oft) (ft/sec) (cfs) &3 50 0.0200 0.1 Sheet Flow, SHEET Grass: Dense n= 0.240 P2= 3.10" 0.2 27 0.0400 3.0 Shallow Concentrated Flow, SHALLOW Grassed Waterway Kv= 15,0 fps 8.5 77 Total Subcatchment PSC1.0: To CB1 Hydrocgraph 0.42- GA- 1038 cfs @ 12.13 hrs --Runoff 0.38- 0.36- Type III 24-hr 2 Year 0.34- 0.32- Rainfall=3.1 Q" 0.3- 0.28- Runoff Area=14,419 sf 0:2 4 Runoff Volume=1,368 cf g °02- Runoff Depth>1 .14" LL 0:;6- Flow Length=77' 0.14- Tc=8.5 min 0.12- 0.1- C N=77 0.06- 0.06- 0.04- 0.02- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) c li Waverly Road Drainage Analysis Smolack Type I!I 24-hr 2 Year Rainfall=3.10" Prepared by Christiansen & Sergi, Inc. H droCADO 7,10 sln 001057 ©2005 H droCAD Software Solutions LLC 6/7/2006 Subcatchment PSC'I A: To CB3 Runoff - 0.59 cfs @ 12.11 hrs, Volume= 1,932 cf, Depth> 1.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfali=3.10" Area (sD CN Description 9,146 98 Paved parking & roofs 4,128 61 >75% Grass cover, Good, HSG B 13,274 86 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 7.1 50 0.0300 0.1 Sheet Flow, SHEET Grass: Dense n= 0.240 P2= 3.10" 0.0 7 0.0300 2.6 Shallow Concentrated Flow, SHALLOW Grassed Waterway Kv= 15.0 fps 7.1 57 Total Subcatchment PSC1.1. To CB3 Hydrograph 0.65- 0.59 ofs Cc 12.11 hrs 1 —Runoff 0.6 0.55 Type III 24-hr 2 Year 0-5- Rainfall=3.10" 0.45- Runoff Area=-13,274 sf " Runoff Volume=1 ,932 cf w 0.35 0.3-. Runoff Depth>1 .75" LL 0.25- Flow Length=57' 0.2- Tc=7.1 min 0.15- CN=86 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 Time (hours) •P Waverly Road Drainage Analysis Smolack Type Ill 24-hr 2 Year Rainfall=3.10" Prepared by Christiansen & Sergi, Inc. H droCAD®7,10 s/n 001057 GO 2005 H droCAD Software Solutions LLC 6/7/2006 Subcatchment PSCI.2: To CB2 Runoff = 0.23 cfs @ 12.01 hrs, Volume= 656 cf, Depths 0.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.10" Areas CN Description 2,946 98 Paved parking & roofs o G HS G B 5,149 61 >75/o Grass cover, Good, • , ••, ,•,,,.__ 8,095 74 Weighted Average Subcatchment PSC1.2: To CB2 Hydrograph a.25- 0.24- 0.23 cfs @3 12.01 hrs —Runoff 0.23 0.22 0.21- Type III 24-hr 2 Year .9- Rainfall=3.10" 0.18- a.16-- Runoff Area=8,095 Sf 0:14- Runoff Volume=656 cf a.13- _p 0.12- Runoff Depfh>0.97" a0.11- .1. 0.09- Tc=0.0 min 0.0 o. 7- - C N'-74 0.06- 0.05- 0.04- 0.03- 0.02- 0.01- 0 1 2 3 4 5 6 7 8 S 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) i Waverly Road Drainage Analysis Smolack Type 111 24-hr 2 Year Rainfall=3.10" Prepared by Christiansen & Sergi, Inc. HydroCAD®7.10 sIn 001057 02005 HydroCAD Software Solutions LLC 6/7/2006, , , Subcatchment PSCU: Rear to river Runoff - 0.24 cfs @ 12.15 hrs, Volume= 1,093 cf, Depth> 0.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.10" Area (so CN Description 3,696 98 Paved parking & roofs 8,108 55 Woods, Good, HSG B 11,998 61 >75% Grass cover, Good, HSG B 23,802 65 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 7.1 50 0.0300 0.1 Sheet Flow SHEET Grass: Dense n= 0.240 P2= 3.10" 0.4 107 0.0700 4.0 Shallow Concentrated Flow, SHALLOW Grassed Waterway Kv= 15.0 fps 0.7 80 0.1500 1.9 Shallow Concentrated Flow, SHALLOW Woodland Kv= 5.0 fps 8.2 237 Total Subcatchment PSCU: Rear to river Hydrograph 0.27 0.26- 0.25 0.24 cfs @ 12.15 hrs —rtunoff 0.24- 0.23 Type Ill 24-hr 2 Year 0.22- °o z= Rainfall=3.10" 0.19- o.1a Runoff Area=23,802 sf a.t7- 0.16 Runoff Volume=1,093 cf 0.15 0 0.13- Runoff Depth>0.55" 0.12- o.11- Flow Length=237' 0.1. 0:08 Tc=8.2 m i n r,- m _ C N=65 0.06 0.05- 0.04- 0.03- 0.02 0.01 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 Time (hours) I Waverly Road Drainage Analysis Smolack Type lif 24-hr 2 Year Rarnfaff=3.10" Prepared by Christiansen & Sergi, Inc. HydroCADO 7.10 sln 001057 ©2005 HydroCAD Software Solutions LLC 617/2006 Reach 1 R: Swale at rear of units Inflow - 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow - 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0,05 hrs Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min Avg. Velocity : 0.0 fps, Avg. Travel Time= 0.0 min Peak Depth= 0.00' @ 0.00 hrs Capacity at bank full= 10.74 cfs Inlet Invert= 65.70', Outlet Invert= 64.70' 5.50' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed &winding Length= 150.0' Slope= 0.0067 `!' Reach 1 R: Swale at rear of units Hydrograph i- Inflow Outflow Peak Depth=0.00' Max Vei=0.0 fps n=0.030 L=1 50.0' U. s=0.0067 T Capacity=10.74 cfs 0.00 cfs 0.00 his 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 Time (hours) Waverly Road Drainage Analysis Smolack Type 11124-hr 2 Year Rainfall=3.10" Prepared by Christiansen & Sergi, Inc. HydroCADO 7,10 s/n 001057 ©2005 H droCAD Software Solutions LLC 617/2006 Pond CB1: CB1 Inflow Area = 14,419 sf, Inflow Depth > 1.14" for 2 Year event Inflow 0.38 cfs @ 12.13 hrs, Volume= 1,368 of Outflow = 0.38 cfs @ 12.13 hrs, Volume= 1,368 cf, Atten= 0%, Lag= 0.2 min Primary = 0.38 cfs @ 12.13 hrs, Volume- 1,368 cf Secondary = 0,00 cfs @ 0,00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 61.01' @ 12.13 hrs Surf•Area= 13 sf Storage= 5 cf Flood Elev= 65,70' Surf.Area= 13 sf Storage= 66 cf Plug-Flow detention time= 0.6 min calculated for 1,365 cf (100% of inflow) Center-of-Mass det. time= 0.4 min ( 855.9 - 855.5 ) Volume Invert Avail.Storage Storage Description #1 60.60' 96 cf Custom Stage Data (Prismatic) Listed below (Rec ' • ,. alc) Elevation Surf.Area Inc.Store Cum.Store (feet) - --- (sg ft) __(cubic-feet) (cubic-feet) 60.60 13 0 0 65.70 13 66 66 65.75 80 2 69 66.00 143 28 96 Device Routing Invert Outlet Devices #1 Prima ry60.60' 8.0" x 156.0' Io.ng Culvert CPP, projecting, no headwall, eadwall, I<e= 0.900 Outlet Invert= 59.10' S= 0.0096 '1' Cc= 0.900 n= 0.011 #2 Secondary 65.70' 6.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4,00 4,50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2,79 2.88 3.07 3.32 Primary OutFlow Max=0.38 cfs @ 12.13 hrs HW=61.00' (Free Discharge) L1=Culvert (Inlet Controls 0.38 cfs @ 1.7 fps) §econdary Outflow Max=0.00 cfs @ 0.00 hrs HW=60.60' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Waverly Road Drainage Analysis Smolack Type H/ 24-hr 2 Year Rainfall=3,10" Prepared by Christiansen & Sergi, Inc. HydroCAD® 7.10 sln 001057 O 2005 HydroCAD Software Solutions LLC 6I7/2006 Pond CB1: CB1 Hydrograph 0,42 _ 0,4 0,38 cis @ 12.13 hrs —inflow Outflow 0.38- —Primary 0.36- Inflow Area=14,419 sf —Secondary 0.34- - 0.32- Peak Elegy=6 1 .01' 0.3- U.26 Storage=5 cf 0.26- 0.24- 0.22- 0 0,2- U. 0.18- 0.16 0.14- 0.12- 0.1 a.08- 0.06- 0.04- 0,00 cfs 0.00 hrs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 18 20 21 22 23 24 Time (hours) Waverly Road Drainage Analysis Smolack Type fll 24-hr 2 Year Rainfall=3.10" Prepared by Christiansen & Sergi, Inc. H droCADO 7.10 sln 001057 0 2005 H droCAD Software Solutions LLC 6/7/2006 Pond CB2: CB2 Inflow Area = 35,788 sf, Inflow Depth > 1,33" for 2 Year event Inflow - 1.09 cfs @ 12.11 hrs, Volume= 3,955 cf Outflow = 1.09 cfs @ 12.11 hrs, Volume= 3,954 cf, Atten= 0%, Lag= 0.3 min Primary = 1.09 cfs @ 12.11 hrs, Volume= 3,954 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs i Peak Elev= 60.00' @ 12.11 hrs Surf.Area= 13 sf Storage= 13 cf Flood Elev= 64.70' Surf.Area= 13 sf Storage= 74 cf Plug-Flow detention time= 0.4 min calculated for 3,954 cf (100% of inflow) Center-of-Mass det. time= 0.3 min ( 841.3 - 841.1 ) Volume Invert Avail.Storage Storage Description #1 59.00, 303 cf Custom Stage Data (Prismatic) -ismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 59.00 13 0 0 64.70 13 74 74 65.00 52 10 84 65.50 396 112 196 65.75 465 108 303 Device Routing Invert Outlet Devices #1 Primary 59.00 8.0 x 103.0 long Culvert C..'__ ' PP, projecting, no headwall, Ke= 0.900 Outlet Invert= 58.00' S= 0.0097 '1' Cc= 0.900 n= 0.011 #2 Secondary 65.50' 8.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5,50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2,67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=1.07 cfs @ 12.11 hrs HW=59.98' (Free Discharge) t-1=Culvert (Inlet Controls 1,07 cfs @ 3.1 fps) §econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) a r Waverly Road Drainage Analysis Smolack Type ill 24-hr 2 Year Rainfall=3. 10" Prepared by Christiansen & Sergi, Inc. HydroCADO 7,10 sin 001057 ©2005 H droCAD Software Solutions LLC 6/7/2006 Pond C83: CB3 Inflow Area 13,274 sf, Inflow Depth > 1.75" for 2 Year event Inflow - 0.59 cfs @ 12.11 hrs, Volume= 1,932 cf Outflow 0.59 cfs @ 12.11 hrs, Volume= 1,931 cf, Atten= 0%, Lag= 0.1 min Primary = 0.59 cfs @ 12.11 hrs, Volume= 1,931 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 60.19' @ 12.11 hrs Surf.Area= 13 sf Storage= 7 cf Flood Elev= 64.70' Surf.Area= 13 sf Storage= 66 cf Plug-Fiow detention time= 0.6 min calculated for 1,927 cf (100% of inflow) Center-of-Mass det. time= 0.4 min ( 824.6 - 824.3 ) Volume Invert Avail.Storage Storage Description #1 59,65' 230 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf,Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 59.65 13 0 0 64.70 13 66 66 65.00 100 17 83 66.00 194 147 230 Device Routing Invert Outlet Devices #1 Primary 59.65' 8.0" x 64.0' long Culvert CPP, projecting, no headwall Ke= 0.900 Outlet Invert= 59.10' S= 0.0086 'I' Cc= 0.900 n= 0.0'11 Primary OutFlow Max=0.58 cfs @ 12.11 hrs HW=60.18' (Free Discharge) t---1=Culvert (inlet Controls 0.58 cfs @ 2.0 fps) I a Waverly Road Drainage Analysis Smolack Type Ill 24-hr 2 Year Rainfall=3. 10" Prepared by Christiansen & Sergi, Inc. HydroCADO 7.10 s/n 001057 0 2005_HydroCAD Software Solutions LLC 617/2006 Fond CB3: CB3 E-Hydrograph 0.65- 0.59 efs Q 12.11 hrs —Inflow 0.6 —Primary 0.55 Inflow Area-13,274 sf 0.5 peak EIev 60.19' 0.45 Storage®7 cf 0.4 6 0.35- 8.0" x 64.0' Culvert ° 0.3 U. 0.25 0.2- 0.15- 0.1- 0.05- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 lime (hours) 1 Waverly Road Drainage Analysis Smolack Type 111 24-hr 2 Year Rainfall=3,10" Prepared by Christiansen & Sergi, Inc. HydroCADO 7.10 sin 001057 ©2005HydroCAD Software Solutions LLC 617l2006 Pond DP1: Existing depression Inflow Area = 28,703 sf, Inflow Depth > 1.60" for 2 Year event Inflow - 1.21 cfs @ 12.09 hrs, Volume= 3,821 cf Outflow 0.99 efs @ 12.16 hrs, Volume= 3,216 cf, Atten= 18%, Lag= 3.9 min Primary - 0.99 cfs @ 12.16 hrs, Volume= 3,216 cf Routing by Star-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 66,37' @ 12.16 hrs Surf.Area= 2,921 sf Storage= 912 cf Plug-Flow detention time= 102.0 min calculated for 3,216 cf (84% of inflow) Center-of-Mass det. time= 34.8 min ( 86&3 - 830,4) Volume Invert Avail.Storage Storage Description #1 66.00' 2,258 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area lnc.Store Cum.Store feet s -ft cubic-feet cubic-feet 66.00 2,053 0 0 66.50 3,236 1,322 1,322 66.75 4,251 936 2,258 Device Routing Invert Outlet Devices ##1 Primary 66.25' 10.0' long x 10.0` breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.98 cfs @ 12.16 hrs HW=66.37' (Free Discharge) t--1=Broad-Crested Rectangular Weir (Weir Controls 0.98 cfs @ 0.8 fps) Waverly Road Drainage Analysis Smolack Type 11124 hr 2 Year Rainfall=3. 10" Prepared by Christiansen & Sergi, Inc. H droCADO 7,10 s/n 001057 © 2005 H droCAD Software Solutions LLC 6/7/2006 Pond DPI: Existing depression Hydroyraph 1,21 cfs @ 12.09 hrs —Inflow —Primary Inflow Area=28,703 sfl I 1 Peak Eiev®66.37' 0.39cfs@12.16hrs Storage=912 cf 3 a 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 Time (hogs) Waverly Road Drainage Analysis Smolack Type 11124-hr 2 Year Rainfall=3.10" Prepared by Christiansen & Sergi, Inc. H droCAD®7.10 s/n 001057 C 2005 N droCAD Software Solutions LLC 6/7/2006 Pond POC: Point of Comparison Inflow Area = 57,648 sf, Inflow Depth > 1.03" for 2 Year event Inflow = 1.37 cfs @ 12.17 hrs, Volume= 4,956 cf Primary - 1.37 cfs @ 12.17 hrs, Volume= 4,956 cf, Atten= 0%, Lag- 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 lirs, dt= 0.05 hrs Pond POC: Point of Comparison Hydrograph 1.37 cfs Q 12.17 hrs —inflow • —Primary Inflow Area=57,648 sf 1 w Y O {i 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 26 21 22 23 24 Time (hours) i Waverly Road Drainage Analysis Smolack Type/if 24-hr 2 Year Rainfall=3.10" Prepared by Christiansen & Sergi, Inc. HydroCADO 7.10 sln 001057 ©2005 HydroCAD Software Solutions LLC 6/7/2006 T i Pond POCP: Point of Comparison (Proposed) Inflow Area = 59,590 sf, Inflow Depth > 1.02" for 2 Year event Inflow - 1.32 cfs @ 12.12 hrs, Volume= 5,048 cf Primary - 1.32 cfs @ 12.12 hrs, Volume= 5,048 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt='0.05 hrs Pond POOP: Point of Comparison (Proposed) Hydrograph 1.32 ds @ 12.12 hrs —Inflow —Primary Inflow Area=59,590 sf 1 u 3 a u 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1s 19 24 21 22 23 24 Time (hours) a Waverly Road Drainage Analysis Smolack Type !ll 24-hr 10 Year Rainfall=4.50" Prepared by Christiansen & Sergi, Inc. HydroCADO 7.10 sfn 001057 0 2005 HydroCAD Software Solutions LLC 6/7/2006 Subcatchment ESC1.0: ESC1.0: To existing depression Runoff - 2.12 cfs @ 12.09 hrs, Volume= 6,731 cf, Depth> 2.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ili 24-hr,10 Year Rainfall=4.50" Area (so CN Description 11,129 98 Paved parking & roofs 13,287 79 <50% Grass cover, Poor, HSG B 4,287 61 >75% Grass cover, Good, HSG B 28,703 84 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 3.5 42 0.0470 0.2 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 3.10" 2.5 Direct Entry, Min. Tc= 6.0 min. 6.0 42 Total Subcatchment ESC1.0: ESC1.0. To existing depression Hydrograph 2.12 cfs @ 12.09 hrs —Runoff 2- Type III 24-hr 10 Year Rainfall=4.50" Runoff ,area=28,703 sf Runoff Volume=6,731 cf g Runoff Depth>2.81" ' Flow Length=42' T'c=6.0 min C N=84 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 Time (hours) Waverly Road Drainage Analysis Smolack Type III 24-hr 10 Year Rainfall=4.50" Prepared by Christiansen & Sergi, Inc. HydroCAD®7,10 sln 001057 OO 2005 HydroCAD Software Solutions LLC 617l2006 Subcatchment ESC1.1: Rear to river Runoff - 0.96 cfs @ 12.19 hrs, Volume= 3,854 cf, Depth> 1.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0,05 hrs Type III 24-hr 10 Year Rainfail=4.50" Area (sf) CN Description 5,795 98 Paved parking & roofs 3,007 79 <50% Grass cover, Poor, HSG B 12,035 61 >75% Grass cover, Good, HSG B 8,108 55 Woods, Good, HSG B 28,945 69 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) ftlsec cfs 11.0 50 0.0100 0.1 Sheet Flow, SHEET Grass: Dense n= 0.240 P2= 3.10" 0,7 165 0.0700 4.0 Shallow Concentrated Flow, SHALLOW Grassed Waterway Kv= 15.0 fps 0.7 80 0.1500 1.9 Shallow Concentrated Flow, SHALLOW _ Woodland Kv 5.0 fps 12.4 295 Total Subcatchment ESC1.1: Rear to river Hydrocdraph 1 0.96 cfs @ 12.19 hrs I —RunoN Type III 24-hr 10 Year Rainfall=4.50" Runoff Area=28,945 of Runoff Volume=3,854 cf .2 Runoff Depth>'1 .60" Flow Length=295' Tc=12.4 min CN=69 o- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Waverly Road Drainage Analysis Smolack Type It/ 24-hr 10 Year- Rainfall=4.50" Prepared by Christiansen & Sergi, Inc. HydroCAD®7.10 s/n 001057 ©2005 HydroCAD Software Solutions LLC _® 617I2006 Subcatchment PSC1.0: To CBI Runoff = 0.77 cfs @ 12.12 hrs, Volume= 2,652 cf, Depth> 2.21" Runoff by SCS TR-20 method, UH=SCS Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.50" Area sf CN Description 6,119 98 Paved parking & roofs 8,300 61 >75% Grass cover, Good, HSG B 14,419 77 Weighted Average.... .,._ _._ Tc Length Slope Velocity Capacity Description - - (min) (feet) (ft/ft) {ftlsec) ,. (cfs)_ ._,._.,..„.. ...,,._ 8.3 50 0.0200 0.1 Sheet Flow, SHEET Grass: Dense n= 0.240 P2= 3.10" 0.2 27 0.0400 3.0 Shallow Concentrated Flow, SHALLOW Grassed Waterway Kv= 15.0 fps 8.5 77 Total Subcatchment PSC1.0: To CBI Hydrograph 0.85- O,g- 0,77 efs 12.12 hrs —RunoN 0.75Type III 24-hr 10 Year 0.7- 0.65- Rainfall=4.50" 0.55- Runoff Area=14,419 sf fl.5. Runoff Volume=2,652 cf 0 00.4 Runoff Depth>2.21" w 0.35- Flow Length=77' 0.3- 0.25 Tc=8.5 min 0.2- CN=77 0.15- 0.1- 0.05- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) n Waverly Road Drainage Analysis Smoiack Type 111 24-hr 10 Year Rainfall=4.50" Prepared by Christiansen & Sergi, Inc. H droCADO 7.10 sln 001057 ©2005 H droCAD Software Solutions LLC 617/2006 Subcatchment PSC1.1: To CB3 Runoff - 1.01 cfs @ 12.10 hrs, Volume= 3,319 cf, Depth> 3.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.50" Area_(so CN Description 9,146 98 Paved parking & roofs 4,128 61 >75% Grass cover, Good, HSG 6 13,274 86 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 7.1 50 0.0300 0.1 Sheet F _ IoWy SHEET Grass: Dense n= 0.240 P2= 3.10" 0.0 7 0.0300 2.6 Shallow Concentrated Flow, SHALLOW Grassed Waterway Kv= 15.0 fps 7.1 57 Total Subcatchment PSC1.1: To CB3 Hydrograph 1.01 cfs @ 12.10 hrs —Rursoff 1- Type III 24-hr 10 Year Rainfall=4.50" Runoff Area=13,274 sf Runoff Volume=3,319 cf Runoff Depth>3.00" Flow Length=57' Tc=7.1 min C N=86 o- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) B Waverly Road Drainage Analysis Smoiack Type !If 24-hr 10 Year lRainfa1h4.50" Prepared by Christiansen & Sergi, Inc. HydroCAD®7.10 sln 001057 ©2005 HydroCAD Software Solutions LLC 6/7/2006 Subcatchment PSC1.2: To CB2 Runoff - 0.49 cfs @ 12.01 hrs, Volume= 1,331 cf, Depth> 1.97" Runoff by SCS TR-20 method, UH=SCS,.Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.50" Areas CN Description 2,946 98 Paved parking & roofs 5,149 61 >75% Grass cover, Good, HSG B 8,095 74 Weighted Average Subcatchment PSCU: To CB2 Hydrograph 0.54- 0,52 0.49 cfs Cd 12.01 hrs IRunoff 0.5 0.4a- 0.46- Type III 24-hr 10 Year 0.44 0.4 Rallnfall®4.50" 0.36- 0,36- Runoff Area®8,095 sf 0.34- 0.32- Runoff Volume=1r 331 cf. 0,26 Runoff ®epfh>1 .97" li 0.24 022 Tc=0,0 min 0.2- 0.18 CN=7A 0.16- ��i ""p 0.14- 0,12- 0.1 0,08- 0.06 0.04- a.02- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time {hours} H Waverly Road Drainage Analysis Smolack Type 11124-hr 10 Year Rainfall=4.50" Prepared by Christiansen & Sergi, Inc. HydroCADO 7.10 sin 001057 c0 2005 H droCAD Software Solutions LLC 6/7/2006 Subcatchment PSCU: Rear to river Runoff - 0.71 cfs @ 12.13 hrs, Volume= 2,634 cf, Depth> 1.33" Runoff by SCS TR-20 method, UH=SCS,.Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.50" Area (sf CN Description 3,696 98 Paved parking & roofs 8,108 55 Woods, Good, HSG B 11,998 61 >75% Grass cover, Good, HSG B 23,802 65 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec) cfs 7.1 50 0.0300 0.1 Sheet Flow, SHEET Grass: Dense n= 0.240 P2= 3.10" 0.4 107 0.0700 4.0 Shallow Concentrated Flow, SHALLOW Grassed Waterway Kv= 15.0 fps 0.7 80 0.1500 1.9 Shallow Concentrated Flow, SHALLOW Woodland Kv= 5.0 f s 8.2 237 Total Subcatchment PSCU: Rear to river Hydrograph 0,75 0.71 cfs 12.13 hrs —Runoff 0.7- 0.65- "Type III 24-hr 10 Year Rainfall=4.50" 0.55 Runoff Area=23,802 sf 0.45 Runoff Volume=2,634 cf u a 0.4- Runoff Depth>1 .33" �. a.as- 0.3- Flog► Length-237' 0.25- Tc=8.2 min 0.2 C N=65 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 13 20 21 22 23 24 Tkme (hours) i N Waverly Road Drainage Analysis Smolack Type H/ 24-hr 10 Year Rainfall=4.50" Prepared by Christiansen & Sergi, Inc. HydroCADO 7.10 sin 001057 C 2005 HydroCAD Software Solutions LLC 6/7/2006 Reach 1 R: Swale at rear of units Inflow - 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow - 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind}Frans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min Peak Depth= 0.00' @ 0.00 hrs Capacity at bank full= 10.74 cfs Inlet Invert= 65.70', Outlet Invert= 64.70' 5.50' x 1.00' deep Parabolic Channel, n= 0.030 Earth, grassed &winding Length= 150.0' Slope= 0.0067 T Reach 1 R: Swale at rear of units Hydrograph 1- —lnilow —outflow Peak ®epthl=0.00' Max Vel=0.0 fps n=0.030 3 L®1 50.0! EL S=O.0067 '1° Capacity-10.74 cfs 10.00 efs 0.00 hrs 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 Time (hours) 4h { 6 Waverly Road Drainage Analysis Smolack Type i1124-hr 10 Year Rainfall=4.50" Prepared by Christiansen & Sergi, Inc. HydroCAD®7.10 s/n 001057 ©2005 HydroCAD Software Solutions LLC 6/7/2006 Pond CBI: CB`I Inflow Area = 14,419 sf, Inflow Depth > 2.21" for 10 Year event Inflow - 0.77 cfs @ 12.12 hrs, Volume= 2,652 cf Outflow = 0.77 cfs @ 12.13 hrs, Volume= 2,651 cf, Atten= 1%, Lag= 0.3 min Primary - 0.77 cfs @ 12.13 hrs, Volume= 2,651 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 61.26' @ 12.13 hrs Surf.Area= 13 sf Storage= 9 cf Flood Elev= 65.70' Surf.Area= 13 sf Storage= 66 cf Plug-Flow detention time= 0.5 min calculated for 2,651 of(100% of inflow) Center-of-Mass det. time= 0.3 min ( 836.4 - 836.1 ) Volume Invert Avail.Stora e Stora a Description ##1 60.60' 96 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store _.Meet) {sq-ft} , (cubic-feet) (cubic-feet) 60.60 13 0 0 65.70 13 66 66 65.75 80 2 69 66.00 143 28 96 Device Routing Invert Outlet Devices #1 Primary 60,60' 8.0" x 156.0' long Culvert CPP, projecting, ..i no headwall, Ke= 0.900 Outlet Invert= 59.10' S= 0.0096 71 Cc= 0.900 n= 0.011 #2 Secondary 65.70' 6.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5,00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2,79 2.88 3.07 3.32 Primary OutFlow Max=0.75 cfs @ 12.13 hrs HW=61.25' (Free Discharge) 't---1=Culvert (Inlet Controls 0.75 cfs @ 2.2 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=60.60' (Free Discharge) 't-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 1 Waverly Road Drainage Analysis Smoiack Type ill 24-hr 10 Year Rain fail=4.50" Prepared by Christiansen & Sergi, Inc. hi droCADO 7.10 s/n 001057 ©2005 H droCAD Software Solutions LLC 6/712006 Pond CB1: CB1 Hydracgraph o.s5 0.8 0.77 cfs 12.13 hrs —Inflow /��* *� p-Outflow rimary 0,75.7 Inflow Airea=14,419 sf —Saco dary 0.7 0,65- Peak Elev=61 .26' 0.6- o.55- Storage=9 cf w 0.5- 0.45 0 0.4 LL 0.35- 0.25- 0.2- 0.15- 0.1 D.00 cis 0.00 hrs 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 Time (hours) 1 Waverly Road Drainage Analysis Smolack Type /I/ 24-hr 10 Year Rainfall=4.50" Prepared by Christiansen & Sergi, Inc. HydroCAM 7._10 s/n 001057 0 2005 HydroCAD Software Solutions LLC 6/7/2006 Pond CB2: CB2 Inflow Area = 35,788 sf, Inflow Depth > 2.45" for 10 Year event Inflow - 2.00 cfs @ 12.11 hrs, Volume= 7,300 cf Outflow = 1.99 cfs @ 12.12 hrs, Volume= 7,299 cf, Atten= 1%, Lag= 0.6 min Primary - 1.99 cfs @ 12.12 hrs, Volume= 7,299 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 61.60' @ 12,11 hrs Surf.Area= 13 sf Storage= 34 cf Flood Elev= 64.70' Surf.Area= 13 sf Storage= 74 cf Plug-Flow detention time= 0.3 min calculated for 7,284 cf (100% of inflow) Center-of-Mass det. time= 0.3 min ( 824.4 - 824.2 ) Volume Invert Avail.Stora e Storage Description #1 59.00, 303 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 59.00 13 0 0 64.70 13 74 74 65.00 52 10 84 65.50 396 112 196 65.75 465 108 303 Device Routing Invert Outlet Devices ##1 Primary 59.00' Outlet Invert'long 00'Culvert CPP'1' r ject ng, n headwall, Ke projecting,g, , ,.= 0.900 n= 0.011 ##2 Secondary 65.50' 8,0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=1.96 cfs @ 12.12 hrs HW=61.53' (Free Discharge) t--1-Culvert (Barrel Controls 1.96 cfs @ 5.6 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59,00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) h I i a Waverly Road Drainage Analysis Smolack Type lif 24-hr 10 Year Rainfaif=4,50" Prepared by Christiansen & Sergi, Inc. H.y roCAD®7,10 sln 001057 9 2005 HydroCAD Software Solutions LLC 61712006 Pond CB2: CB2 Hydrograph 1,99 cfs 12,12 hrs —Inflow 2 q **�� rypppp --Outflow Inflow fW►lrea=a75,! ia[7 sf —Secony —Secondary Peak Elev=61 .60' Storage=34 cf w 0 0.00 cfs @ 0,00 hrs 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 Time (hours) I Waverly Road Drainage Analysis Smolack Type llf 24-hr 10 Year Ralnfail=4.50" Prepared by Christiansen & Sergi, Inc. H droCADO 7,10 sin 001057 0 2005 H droCAD Software Solutions LL.0 6/712006 Pond CB3: CB3 Inflow Area = 13,274 sf, inflow Depth > 3.00" for 10 Year event Inflow = 1.01 cfs @ 12.10 hrs, Volume= 3,319 cf Outflow - 1.01 cfs @ 12.11 hrs, Volume= 3,318 cf, Atten= 0%, Lag= 0.2 min Primary - 1.01 cfs @ 12.11 hrs, Volume- 3,318 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 60.56' @ 12.11 hrs Surf.Area= 13 sf Storage= 12 cf Flood Elev= 64.70' Surf.Area= 13 sf Storage= 66 cf Plug-Flow detention time= 0.5 min calculated for 3,311 cf (100% of inflow) Center-of-Mass det. time= 0.3 min ( 809.2 - 808.9 ) Volume Invert Avail.Stora e Storage Description #1 59.66' 230 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area lnc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 59.65 13 0 0 64.70 13 66 66 65.00 100 17 83 66,00 194 147 230 Device Routing Invert Outlet Devices #1 Primary 59.65' 8.0" x 64.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 59.10' S= 0.0086 T Cc= 0.900 n= 0.011 Primary ©utFlow Max=0,99 cfs @ 12,11 hrs HW=60.54' (Free Discharge) t1=Culvert (inlet Controls 0.99 cfs @ 2.8 fps) Waverly Road Drainage Analysis Smolack Type It/ 24-hr 90 Year Rainfall=4,50" Prepared by Christiansen & Sergi, Inc. N droCAD© 7.10 sln 001057 O 2005 H droCAD Software Solutions LLC 8/7/2006 Pond CB3: CB3 Hydrograph 1.01 cis 12.11 hrs —inflow 1- —Primary Inflow Area®13,274= sf Peak Elev=60.56' Storage=12 cf 8.0" x 64.0' Culvert 0 LL 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) i 1 Waverly Road Drainage Analysis Smolack Type it/ 24-hr 10 Year Rainfall=4.50" Prepared by Christiansen & Sergi, inc. H_yAmCADO 7.10 sh 001057 OO 2005 H droCAD Software Solutions LLC 6/712006 Pond DPI: Existing depression Inflow Area = 28,703 sf, Inflow Depth > 2.81" for 10 Year event Inflow = 2.12 cfs @ 12.09 hrs, Volume= 6,731 cf Outflow = 1.85 cfs @ 12.14 hrs, Volume= 6,120 cf, Atten= 13%, Lag= 3.0 min Primary - 1.85 cfs @ 12.14 hrs, Volume= 6,120 cf Routing by Stor-Ind method, Time Span= 0,00-24.00 hrs, dt= 0.05 hrs Peak Elev= 66.43' @ 12.14 hrs Surf.Area= 3,063 sf Storage= 1,092 cf Plug-Flow detention time= 70.3 min calculated for 6,120 cf (91% of inflow) Center-of-Mass det. time= 25.6 min ( 839,8- 814.3 ) Volume Invert Avail.Storage Storage Description #1 66.00, 2,258 cf Custom Stage Data {Prismatic} Listed below (R...e.,c..a,. lc) Elevation Surf.Area Inc.Store Cum.Store -- (feet) (sq-ft),,„. ,.,„(cubic-feet) (cubic-feet).,.,...__ 66.00 2,053 0 0 66.50 3,236 1,322 1,322 66.75 4,251 936 2,258 Device Routing Invert Outlet Devices #1 Primary 66.25 10.0 long x 10.0' breadth Broad-Crested Rectangular ular W..ir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.83 cfs @ 12.14 hrs HW=66.43' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 1.83 cfs @ 1.0 fps) f a 1 1 1 Waverly Road Drainage Analysis Smolack Type ill 24-hr 10 Year Rainfall=4,50" Prepared by Christiansen & Sergi, Inc. YdroCAD®_7.9 0 sln 001057 ©2005 FtYd.roCAD Software Solutions LLC 6J712006 Pond DPI: Existing depression Hydrograph 2,12 cfs 12.09 hrs. —inflow —Primary 2 Inflow Area=28,70 1.85cfs@12,14hrs Peak Elev=66.43' Storage=1 ,092 cf {T 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 Time (hours) I b Waverly Road Drainage Analysis Smolack Type 11124-hr 10 Year Rainfall=4.50" Prepared by Christiansen & Sergi, Inc. HydroCAD® 7.10 sln 001057 ©2005_HydroCAD Software SoMions LLC 6/712006 ; Pond POC: Point of Comparison Inflow Area = 57,648 sf, Inflow Depth > 2.08" for 10 Year event Inflow = 2.78 cfs @ 12.15 hrs, Volume= 9,974 cf Primary - 2.78 cfs @ 12.15 hrs, Volume= 9,974 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond POC: Point of Comparison Hydrograph 3 ' 2.78 cfs Q 12.15 hrs —Inflow —Primary Inflow Area=57,648 sf 2- U 3 0 u, 1- 0- 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) b Waverly Road Drainage Analysis Smolack Type /1124-hr 10 Year Rah7fall=4.50" Prepared by Christiansen & Sergi, Inc. 1 HydroCAD®7.10 s/n 001057 ©2005 HydroCAD Software Solutions LLC 6/7/2006 Pond POOP: Point of Comparison (Proposed) Inflow Area = 59,590 sf, Inflow Depth > 2.00" for 10 Year event Inflow — 2.70 cfs @ 12.12 hrs, Volume= 9,933 of Primary - 2.70 cfs @ 12,12 hrs, Volume= 9,933 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0,00-24.00 hrs, dt= 0.05 hrs Pond POCP: Point of Comparison (Proposed) Hydrograph 3- 2,70 cfs 12,12 hrs -inflow Primary Inflow Area=59,590 sf 2- 0 LL 1- 0-. 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) i i A Waverly Road Drainage Analysis Smolack Type 11124-hr 100 Year Rainfall=6.40" Prepared by Christiansen & Sergi, Inc. y_ Software„ Solutions LLC /7/2006 FI droCAD® 7.10 sln 0©1Q57 O 2005 HydroCAD , Subcatchment ESC1.0: ESC1.0: To existing depression Runoff = 3.39 cfs @ 12.09 hrs, Volume= 10,928 cf, Depths 4.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (s- ON Description 11,129 98 Paved parking & roofs 13,287 79 <50% Grass cover, Poor, HSG B 4,287 61 >75% Grass cover, Good, HSG B 28,703 84 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) 3.5 42 0.0470 0.2 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 3.10" 6.0 min. 2.5 Direct Entry, Min. Tc = ......_., 6.0 42 Total Subcatchment ESC1.0: ESC1.0: To existing depression Hydrograph 3.39 cfs 12.69 hrs -Runoff Type III 24-hr 100 Year 3 Rainfall=6.40" Runoff Area=28,703 sf w Runoff Volume=10,928 cf 2-Runoff Depth>4.57" 0 �- Flow Length=42' Tc=6.0 m i n CN=84 o- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) i A E Waverly Road Drainage Analysis Smolack Type ill 24-hr 100 Year Rainfall=6.40" Prepared by Christiansen & Sergi, Inc. HydroCADO 7.10 s/n 001057 C 2005 HydroCAD„Software Solutions LLC 6/7/2006 { Subcatchment ESC1.1: Rear to river Runoff - 1.88 cfs @ 12.18 hrs, Volume= 7,287 cf, Depth> 3.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.40" Areas CN Description 5,795 98 Paved parking & roofs 3,007 79 <50% Grass cover, Poor, HSG B 12,035 61 >75% Grass cover, Good, HSG B 8,108 55 Woods, Good, HSG B 28,945 69 Weighted Average ,. Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 50 0.0100 0.1 Sheet Flow, SHEE T Grass: Dense n= 0.240 P2= 3.10" 0.7 165 0.0700 4.0 Shallow Concentrated Flow, SHALLOW Grassed Waterway Kv= 15.0 fps 0.7 80 0.1500 1.9 Shallow Concentrated Flow, SHALLOW Woodland Kv= 5.0 fps 12.4 295 Total Subcatchment ESC1.1: Rear to river Hydrograph 2 1.88 cfs @ 12.18 hrs —Runofl Type III 24-hr 100 Year Rainfall=6.40" Runoff Area=28,945 sf v Runoff Volume=7,287 cf i 1 Runoff Depth>3.02" LL Flow Length=295' Tc=12.4 min C N=69 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ^ IP Waverly Road Drainage Analysis Smolack Type It/ 24-hr 100 Year Rainfaii=6.40" Prepared by Christiansen & Sergi, Inc. H droCADO 7.10 s/n 001057 O 2005 H droCAD Software Solutions LLC 6/7/2006 Subcatchment PSC1.0: To CB1 Runoff - 1.34 cfs @ 12.12 hrs, Volume= 4,597 cf, Depth> 3.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (so CN Description 6,119 98 Paved parking & roofs 8,300 61 >75/o cover,, Good ., ° GrassHSG B 14,419 77 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 8.3 50 0.0200 0.1 Sheet Flow, SHEET Grass: Dense n= 0.240 P2= 3.10" 0.2 27 0.0400 3.0 Shallow Concentrated Flow, SHALLOW Gras..... .,v: 15.0 fps Grassed Waterway K .,,,.. 8.5 77 Total Subcatchment PSC1.0: To CB1 Hydrograph 1.34 cfs @ 12.12 hrs —Runoff Type III 24Whr 100 Year Rainfall=6.40" Runoff Area=14,419 sf z. Runoff Volume=4,597 cf u 0 Runoff Depth>3.83"" ti Flow Length=77" Tc=8.5 min C N=77 o- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 M 19 20 21 22 23 24 T6me (hours) a Waverly Road Drainage Analysis Smolack Type !II 24-hr 100 Year Rainfall=6.40" Prepared by Christiansen & Sergi, Inc. y. _- „ H droCAD®7.1{? s/n QQ1Q57 O 2QQ5 HydroCADoftware Solutions LLC 617I2006 S,., Subcatchment PSC1.1: To CB3 Runoff - 1.58 cfs @ 12.10 hrs, Volume= 5,294 cf, Depth> 4.79" Runoff by SCS TR-20 method, UH=SCS,.Tlme Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (so CN Description 9,146 98 Paved parking & roofs 4,128 61 >75% Grass cover, Good, HSG B 13,274 86 Weighted Average Tc Length Slope Velocity Capacity Description rain feet ftlft) (ftlsec) (cfs 7.1 50 0.0300 0.1 Sheet Flow, SHEET Grass: Dense n= 0.240 P2= 3.10" 0.0 7 0.0300 2.6 Shallow Concentrated Flow, SHALLOW -— = .0 fps ..,,... _ Grasse_ Waterway Kv- 15 7.1 57 Total Subcatchment PSC1.1: To CB3 Hydrograph 1,58 ds @ 12.10 hrs —Runoff Type III 24-hr 100 Year Rainfall=6.40" Runoff Area=13,274 sf Runoff Volume=5,294 cf Runoff Depth>4.79" Flow Length=57' Tc=7.1 min CN=86 a 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) N 0 I Waverly Road Drainage Analysis Smolack Type Ill 24-hr 100 Year Rainfall=6.40" Prepared by Christiansen & Sergi, Inc. HydroCAD® 7.10 s{n 001057 ©2005 HydroCAD Software Solutions LLC 617/2006 Subcatchment PSC'1.2: To CB2 Runoff = 0.88 cfs @ 12.00 hrs, Volume= 2,377 cf, Depths 3.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0,00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (so CN Description 2,946 98 Paved parking & roofs 5,149 61 >75% Grass cover, Good, HSG B 8,096 74 Weighted Average Subcatchment PSC1.2: To CB2 Hydrograph 0.95- 0 9 0.68 cfs Q 12,00 hrs —Runoff 0" Type III 24-hr 100 Year 0.8- 0.75- Rainfall=6.40" 0.7- 0.65- Runoff Area=8,095 Sf 055- Runoff Volume=2,377 cf 0-5- Runoff Depth>3.52" ° 0.45- IL 04- Tc=0.0 min 0.35- o.3- CN=74 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 Time (hours) 3 Waverly Road Drainage Analysis Smolack Type 1I124-hr 100 Year Rainfall=6.40" Prepared by Christiansen & Sergi, Inc. HydroCADO 7.10 sin 001057 OO 2005 HydroCAD /7/2006 .. Software Solutions , Subcatchment PSC1.3: Rear to river Runoff = 1.52 cfs @ 12.12 hrs, Volume= 5,241 cf, Depths 2.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (so CN Description _ 3,696 98 Paved parking & roofs 8,108 55 Woods, Good, HSG B 11 L998 61 >75/o_Grass cover, Good, HSG B 23,802 65 Weighted Average _ Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.1 50 0.0300 0.1 Sheet Flow, SHEET Grass: Dense n= 0.240 P2= 3.10" 0.4 107 0.0700 4.0 Shallow Concentrated Flow, SHALLOW Grassed Waterway Kv= 15.0 fps 0.7 80 0.1500 1.9 Shallow Concentrated Flow, SHALLOW -- . Woodland Kv= 5.0 fps 8.2 237 Total Subcatchment PSC1.3: Rear to river Hydrograph 1.52 cfs 12.12 hrs —Runoff Type III 24-hr 100 Year Rainfall=6.40" Runoff Area=23,802 sf w Runoff Volume=5,241 cf Runoff Depth>2.64" Flow Length=-237' Tc=8.2 min C N=65 0 1 2 3 4 5 6 7 8 9 10 11 12 l3 14 15 18 17 18 19 20 21 22 23 24 Time (hours) i b Waverly Road Drainage Analysis Smolack Type 11124-hr 100 Year Rainfall=6.40" Prepared by Christiansen & Sergi, Inc. H droCADO 7.10 sln 001057 ©2005 H droCAD Software Solutions LLC 6/7/2006 Reach 'I R: Swale at rear of units Inflow - 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min Peak Depth= 0.00' @ 0.00 hrs Capacity at bank full= 10.74 cfs Inlet Invert= 65.70', Outlet Invert= 64.70' 5.50' x 1.00' deep Parabolic Channel, n= 0,030 Earth, grassed & winding Length= 150.0' Slope= 0.0067 '1' Reach I R: Swale at rear of units Hydrograph 1 Inflow Outflow Peak Depth=0.00' Max Vet=0.0 fps n=0.030 L=150.0' S=0.0067 T Capacity=10.74 cfs 0.00 cfs 0,00 hrs 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 Time (hours) Waverly Road Drainage Analysis Smolack Type Ill 24-hr 100 Year Rainfall=6.40" Prepared by Christiansen & Sergi, Inc. H droCADO 7.10 s/n 001057 ©2005 H droCAD Software Solutions LLC 6/7/2006 Pond CB1: C139 Inflow Area = 14,419 sf, Inflow Depth > 3.83" for 100 Year even t Inflow - 1.34 cfs @ 12.12 hrs, Volume= 4,597 of Outflow = 1.33 cfs @ 12.13 hrs, Volume= 4,596 of, Atten= 1%, Lag= 0.5 min Primary - 1.33 cfs @ 12.13 hrs, Volume= 4,596 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 61.94' @ 12.13 hrs Surf.Area= 13 sf Storage= 17 cf Flood Elev= 65.70' Surf.Area= 13 sf Storage= 66 of Plug-Flow detention time= 0.4 min calculated for 4,596 cf (100% of inflow) Center-of-Mass det. time= 0.3 min ( 820.6 - 820.3 ) Volume_ Invert Avail.Storage Storage Description #1 60.60' 96 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 60.60 13 _ 0 - 0 65.70 13 66 66 65.75 80 2 69 66.00 143 28 96 Device Routing Invert Outlet Devices #1 Primary 60.60' 8.0" x 156.0' Ion Culvert CPP, projecting, no headwall, g _ ) g wall, Ke= 4.900 Outlet Invert= 59.10' S= 0.0096 '1' Cc= 0.900 n= 0.011 #2 Secondary 65.70' 6.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef, (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=1.30 cfs @ 12,13 hrs HW=61.90' (Free Discharge) tt=Culvert (Inlet Controls 1.30 cfs @ 3.7 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=60.60' (Free Discharge) L2=B road-Crested Rectangular Weir ( Controls 0.00 cfs) 1 4 Waverly Road Drainage Analysis Smolack Type llf 24-hr 100 Year Rainfall=6.40" j Prepared by Christiansen & Sergi, Inc. HydroCADO 7.10 s/n 001057 O„2,005 HydroCAD Software Solutions LLC 6/7/2006 Fond CB1: CB1 Hydrograph 1.33 cis 12.13 his —Inflow —outflow InflowArea= 4,419 sf =Secondary Peak Efev=61 .94° 1 Storage=17 cf w u 3 0 0.00 cfs 0.00 hrs 0-11 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) i I Waverly Road Drainage Analysis Smokack Type //I 24-hr 100 Year Rainfall=6.40" Prepared by Christiansen & Sergi, Inc. HydroCAD®7.10 sln 001057 ©2005 HydroCAD Software Solutions LLC _ 6f7l2006 Pond CB2: CB2 Inflow Area = 35,788 sf, Inflow Depth > 4.11" for 100 Year event Inflow - 3.30 cfs @ 12.11 hrs, Volume= 12,266 cf Outflow - 3.00 cfs @ 12.15 hrs, Volume= 12,265 cf, Atten= 9%, Lag= 2.8 min Primary - 3.00 cfs @ 12.15 hrs, Volume= 12,265 cf Secondary = 0.00 cfs @ 0,00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 65.39' @ 12.15 hrs Surf.Area= 322 sf Storage= 157 cf Flood Elev= 64.70' Surf.Area= 13 sf Storage= 74 cf Plug-Flow detention time= 0.4 min calculated for 12,239 cf (100% of inflow) Center-of-Mass det. time= 0.3 min ( 810.3 - 810.0 ) Volume invert Avail.Stora e Storage Description #1 59.00, 303 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 59.00 13 0 0 64.70 13 74 74 65.00 52 10 84 65.50 396 112 196 65.75 465 108 303 Device Routing Invert Outlet Devices #1 Primary 59.00' 8.0" x 103.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 58,00' S= 0.0097 '1' Cc= 0.900 n= 0.011 #2 Secondary 65.50' 8.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2,88 3.07 3.32 Primary OutFlow Max=3.00 cfs @ 12.15 hrs HW=65.38' (Free Discharge) t1=Cuivert (Barrel Controls 3.00 cfs @ 8.6 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.00' (Free Discharge) Z2=B road-Crested Rectangular Weir ( Controls 0.00 cfs) Waverly Road Drainage Analysis Smolack Type 11124-hr 100 Year Rainfall=&40" Prepared by Christiansen & Sergi, Inc. HydroCAD_®7.-10 sln 001057 ®2005 H droCAD Software Solutions LLC 6l712006 i Pond CB2: CB2 Hydrograph 3,30 cfs 12.11 hrs —Inflow Outflow 3.00 c1s @ 12.15Primary 3- Inflow Area�35,78 -Secondary Peak Elev=65.39' Stolrage=157 cf U 2 3 ' o 1 O.Ofl cfs 0.00 hrs 01 7730 1 2 3 4 5 & 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) i' i Waverly Road Drainage Analysis Smolack Type III 24-hr 100 Year Rainfafl=6.40" Prepared by Christiansen & Sergi, Inc. H droCAM 7.10 sln 001057 © 2005 H droCAD Software Solutions LLC 6I7/2006 Pond CB3: CB3 Inflow Area = 13,274 sf, Inflow Depth > 4.79" for 100 Year event Inflow = 1.58 cfs @ 12.10 hrs, Volume= 5,294 cf Outflow - 1.57 cfs @ 12.11 hrs, Volume= 5,293 cf, Atten= 1%, Lag= 0.4 min Primary - 1.57 cfs @ 12.11 hrs, Volume= 5,293 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 61.39' @ 12.11 hrs Surf.Area= 13 sf Storage= 23 cf Flood Elev= 64,70' Surf.Area= 13 sf Storage= 66 cf Plug-Flow detention time= 0.4 min calculated for 5,282 cf (100% of inflow) Center-of-Mass det. time= 0.3 min ( 796.1 - 795.8 } Volume Invert Avail.Storage Storage Description #1 59.65, 230 cf Custom Stage data Prismatic Listed below Rec Elevation Surf.Area Inc.Store Cum.Store (feet)_ (sq-ft) _(cubic-feet) (cubic-feet) 59.65 13 0 0 64.70 13 66 66 65.00 100 17 83 66.00 194 147 230 Device Routing invert Outlet Devices #1 Primary 59.65' 8.0" x 64.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 59.10' S= 0.0086 '1' Cc= 0.900 n= 0.011 Primary OUtFlow Max=1,55 cfs @ 12.11 hrs HW=61.34' (Free Discharge) t1-Culvert (Inlet Controls 1.55 cfs @ 4.4 fps) 3 1 Waverly Road Drainage Analysis Smolack Type I1124-hr 100 Year Rainfall=6.40" Prepared by Christiansen & Sergi, Inc, HydroCAD®7.10 sln 001067 © 2005 HydrnCAD Software Solutions LLC 617/2006.., ._.............._ Pond CB3: CB3 Hydrograph 1.67 cfs @ 12.11 hrs I _Inflow Primary Inflow Area- 13,274 sf Peak Elev 61 .39' Storage-23 cf ' 6.0" x 64.0' Culvert o 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 Time (hours) 1 Waver! Road Drainage Analysis Y g Y Smolack Type 111 24-hr 100 Year Rainfall=6.40" Prepared by Christiansen & Sergi, Inc. droCAM 7.10 s/n 001057 cO 2005 Hydro CAD Software Solutions LLC 6/7/2006 Pond DPI: Existing depression j Inflow Area = 28,703 sf, Inflow Depth > 4.57" for 100 Year event Inflow - 3.39 cfs @ 12.09 hrs, Volume= 10,928 cf Outflow _ 3.02 cfs @ 12.13 hrs, Volume= 10,307 cf, Atten= 11%, Lag= 2.6 min Primary - 3.02 cfs @ 12.13 hrs, Volume= 10,307 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 66,49' @ 12.13 hrs, Surf.Area= 3,222 sf Storage= 1,304 cf Plug-Flow detention time= 51.2 min calculated for 10,286 cf (94% of inflow) Center-of-Mass det. time= 20.9 min ( 821.5 - 800.6 } Volume Invert Avail.Stora e Storage Description #1 66.00' 2,258 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc•Store Cum.Store feet) (sq-ft) (cubic-feet •c-feet) 66.00 2,053 0 0 66.50 3,236 1,322 1,322 66.75 4,251 936 2,258 Device_ Routing Invert Outlet Devices #1 Primary 66.25 10.0 long x 10.4 breadth B•. ' road-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2,69 2.68 2.69 2.67 2.64 Primary OutFlow Max=2.96 cfs @ 12.13 hrs HW=66.49' (Free Discharge) '--1=Broad-Crested Rectangular Weir (Weir Controls 2.96 cfs @ 1.2 fps) l I Waverly Road Drainage Analysis Smolack Type /It 24-hr 100 Year Rainfall=6.40" Prepared by Christiansen & Sergi, Inc. N droCAD®7.10 sin 001057 © 2005 H droCAD Software Solutions LLC 6/7/2006 Pond DP1: Existing depression Hydrngraph 3,39 cfs Q 12.09 hrs -Inflow Primary ,70 3'02cfs 12.13hrs Inflow Area=28 3- Peak Elev-66.49' N Storage 1 ,304 ct 2- 0 C 1 o 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) 1 1 3 Waverly Road Drainage Analysis Smolack Type ill 24-hr 100 Year Rainfall=6.40" j Prepared by Christiansen & Sergi, Inc. _ 5„HydroCAD Software LLC 6/7/2006 r HydraCA©C� 7,10 sln 001057 O 200, .._ ._ , Pond POC: Point of Comparison Inflow Area W 57,648 sf, Inflow Depth > 3.66" for 100 Year event Inflow - 4.84 cfs @ 12.15 hrs, Volume= 17,594 cf Primary = 4.84 cfs @ 12.15 hrs, Volume= 17,594 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0,00-24.00 hrs, dt= 0.05 hrs Pond POC: Point of Comparison Wydrograph i 5 4.84 cfs 12.15 hrs —Mow Primary Inflow Area=57,648 sf 4- 0 3- 3 0 W 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 Time (hours) i I Waverly Road Drainage Analysis Smolack Type Ill 24-hr 100 Year Rainfall=6.40" Prepared by Christiansen & Sergi, Inc. HydroCADO 7.10 sh 001057 O 2005 HydroCAD Software Solutions LLC _ 6/7/2006 Pond POOP: Point of Comparison (Proposed) Inflow Area = 59,590 sf, Inflow Depth > 3.53" for 100 Year event Inflow - 4.49 cfs @ 12.13 hrs, Volume= 17,505 cf Primary - 4.49 cfs @ 12.13 hrs, Volume= 17,505 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond POCP: Point of Comparison (Proposed) Hydrocgraph 5 4.49 cfs @ 12.13 hrs -1nilow Primary 4- Inflow Area=59,590 sf 3 0 LL 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 Time (hours)