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Home My WebLink About20211850 Ver 1_002 - SP-2021-15 - Stormwater Calculations 2nd SP 8.5 x 11 BW_20211216WAKE COUNTY NORTH CAROLINA FUQUAY VARINA M-15 MIDDLE SCHOOL South Main Street 8t Bowling Road Fuquay-Varina, NC Stormwater Management Narrative £t Design Calculations Site Plan #1 Submittal July 2021 .��'-%"ti'caN''1O � Q SEAL 239-53—/ Prepared by: CLH Design, pa Stormwater Management Narrative M15 Middle School CLH Project No: 20-111 Proiect Description The project proposes the construction of new middle school, track and field, softball field and associated parking and site improvements on a 64.95 acre tract located at the intersection of South Main Street (US HWY 401) and Bowling Road (SR 2772). This tract is mostly vacant in the mid portion of the property, with two dwellings that front South Main Street on the western side and an abandoned Town of Fuquay Varina wastewater treatment plant on the eastern side of the site. The middle school building and associated program elements shall be located on the eastern portion of the property. The entire existing wastewater treatment plans removal is a part of this project. The eastern margin of the property is the centerline of Kenneth Creek and does lie within 100 year flood area identified on FEMA maps 3720065600J (dated 05/02/2006), 3720066600J (dated 05/02/2006) and 3720066500K (dated 10/03/2006. The site is within the Cape Fear River basin. There existing wetlands on the site that will be impacted by this project. All wetland impacts will be permitted with Army Corps of Engineers and the North Carolina Department of Environmental Quality (NCDEQ). No streams are impacted by this project. All stream buffers shown are required by the Town of Fuquay Varina and impacts to the buffers will be regulated by the Town. There is a varied soil surface on this site that are as follows: 5% Bibb (Hyd. Group A/D), 30% Fuquay (Hyd. Group A), 5% Goldsboro (Hyd. Group C), 25% Griney (Hyd. Group D), 15% Nanford (Hyd. Group C), 10% Rains (Hyd. Group A/D), 10% Urban (Hyd. Group N/A). All Group A/D soils and Urban soils are assumed to by Hyd. Group D with the stormwater analysis. There will be approximately 39 acres of ground disturbance with this project. Stormwater Management Requirements The project is located in the Town of Fuquay-Varina and must comply with the Stormwater Management Regulations within the Land Development Ordinance. The project is considered a High Density Project and must remove 85% TSS from runoff from the first inch of rainfall from the new impervious surfaces and release the volume over a period of two to five days. The peak stormwater discharges from the post development conditions must be managed to ensure they do not exceed the pre -development conditions for the 1-yr, 2-yr, and 10-yr 24-hour Design Storm events. Pre -Post Peak Discharge Summary Most of the site run-off discharges to the southeast toward Kenneth Creek with the smaller portion of run- off discharges to the west into the right-of-way of South Main Street, and Bowling Road. The site is divided into five drainage areas for this analysis. Area A drains to the east, directly into Kenneth Creek. Areas C and B drain to the southern properties that eventually discharge into Kenneth Creek. Area D drains to an existing culvert that crosses under Bowling Road. Area E drains into South Main Street right -of way. Areas D and E runoff eventually discharge into Kenneth Creek further south of the site. Area A has an increase in post development run-off and will have two proposed stormwater wetlands to both remove 85% TSS and reduce run-off to below or equal to pre -development rates. Pre -Post Detention Results: Analysis Design Pre -Development Post -Development Post -Development Detention Point Event QP. (cfs) QPost (cfs) Managed Q(cfs) Provided 1-yr 13.67 30.64 11.54 A 2-yr 18.94 39.93 17.49 Two wetlands 10- r 37.36 70.87 33.60 1-yr 0.46 0.11 B 2-yr 2.43 0.26 - No 10- r 15.09 0.93 1-yr 3.96 3.11 C 2-yr 9.12 7.52 - No 10- r 33.63 28.62 1-yr 6.85 6.07 D 2-yr 9.17 8.26 - No 10- r 17.20 15.88 1-yr 1.25 1.25 E 2-yr 1.64 1.64 - No 10- r 2.96 2.96 See attached Hydrograph Reports for additional details. CONTENTS Design Narrative Maps Quad Map Soils Map Pre -Development Drainage Area Map Post -Development Drainage Areas Map FEMA Firm Map Supporting Calculations Pre-Development/Post-Development Analysis Wetland Sizing Hydrograph Report Storm Drainage System 10-yr Storm Outlet Protection QUAD MAP: FUQUAY VARINA DATE: 1981 M15 MIDDLE SCHOOL FUQUAY VARINA, NC DATE JUNE, 2021 PROJECT NO 20-111 WAKE COUNTY COUNTY QUAD MAP v SCALE: 1" = 2000j CLH DESIGN, P.A• Regency Park 400 Regency Forest Drive Suite 120 Cary, North Carolina 27518 Phone: (919) 319-6716 Fax: (919) 319-7516 --," r B �WaB = WaB IoC2 No62 HrB? l L y +''? 0 / OrB r .... OM OrB2 ,Or6 WaB ti ApB o ma v�.....:. WaC 2 IoB Go drEj ADC OrB nib HrB - Me .N �- H rC HrB w, 1� Nob 0rB2 OrB al HrE HfC2 NoC, irC2 wo rTY j HrC2 ` p \_ 'S y., Wad i >; HrC2 �� •,��. W A Ap{; NoB �//ice:.: ._��'• - �i i , til r No8 / a8 B HrB2 C I { C� i OrB A `.',� yp G HrD2 ,Z•� N Cm / A O� HICz A 1A o _ — Va r ' Do yr 0 o H r E O o H o rB2 ' HrC2 c A• pC 10� o NoB A C Q E �.' pB� WaB Ra /p /'�� WE frE ` Cm - - z i Cn HrD2 W a , — / H rB �L _ HrB2 WgA W 15 MIDDLE SCHOOL UQUAY VARINA, NC )ATE JULY, 2021 'ROJECT NO 20-111 #AKE COUNTY COUNTY SOILS MAP 101 & 11 v SCALE: 1" = 1000' CLH DESIGN, P.A. Regency Park 400 Regency Forest Drive Suite 120 Cary, North Carolina 27518 Phone: (919) 319-6716 Fax: (919) 319-7516 G !gA a x3 £ & ^€. ; =g 'ag s x�.�6as x •-. o 'b'iz =73 d 3±. -9 Y 3 ay $ % 8 B5$ ea 00 �5 � �s $8 ro E <x n x�n� t € @ - sx €` �z w $XB G,: 3� x o "s` a �@a at _ II CGe z e ag ga ➢ E� E . a y E 3 $` s IU6 °z d a a 811 :f44 INji c$ &oa ®s'335 g �a gJi �$@x3ax�B� $ pa$s agge v -0-r. g 0 01 rvpa mon RMUMEM 1 a mSNior-MIMMOMP "Irv, .x §a r _3 ir L S rt �F�y / • / •-. i E s m em t 1 - �p2ie 2� Igew„` aEm €_ a` � � u {- S �x - -�-� J - ➢�m$m yea w a 9B az � B iE. 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FYI Ego y- HPI jIK sx2 1101 � `�g� R °_�� aEY �w,F�Ba �08 8ggoe F e•.� gLLYm%gLLm &�'LL BY�F hifi ill! HIM a`$uou hill :8ws€sag 11HR__f , n C N NUS a O �n z mom m OD y p x - _ L) c < �`;; toUl D g z z z "myr zE M,Z �o a �, m y t) 110 a rn m , r - C)C y 0 om _ m NUS a D z OD < z OWE - D czDi g z z z "myr z Z �o a CALCULATIONS rPROJECT 4' DATE 11-12-2021 NAME PROJECT NOiddle School 20-111 LOCATION BY Fuquay Varina, NC KAL STORMWATER ANALYSIS ' i Runoff Pre -Development: Site Area = 11.88 ac Tc = 9.2 min Wt. CN = 53.0 Site Soils: (Hydrologic Soil Group A/D) Wooded Area: 8.60 ac CN= 50 Impervious Area: 0.30 ac CN= 98 Lawn Area: 2.98 ac CN= 57 Weighted CN: 53 Post -Development: Site Area = 0.48 ac Tc = 5.00 min Wt. CN = 57.0 Site Soils: (Hydrologic Soil Group A/D) Wooded Area: 0.00 ac CN= 50 Impervious Area: 0.00 ac CN= 98 Lawn Area: 0.48 ac CN= 57 Future Imp Area: 0.00 ac CN= 98 Weighted CN: 57.0 rPROJECT 4' DATE 11-12-2021 NAME PROJECT NOiddle School 20-111 LOCATION BY Fuquay Varina, NC KAL RunoffSTORMWATER ANALYSIS POINT: 'C' Pre -Development: Site Area = 20.31 ac Tc = 12.30 min Wt. CN = 58.1 Site Soils: (Hydrologic Soil Group A,C & D) Wooded Area: 8.80 ac CN= 54 Impervious Area: 0.36 ac CN= 98 Lawn Area: 11.15 ac CN= 60 Weighted CN: 58.1 Post -Development: Site Area = 16.06 ac Tc = 9.79 min Wt. CN = 57.3 Site Soils: (Hydrologic Soil Group A,C & D) Wooded Area: 7.10 ac CN= 54 Impervious Area: 0.00 ac CN= 98 Lawn Area: 8.96 ac CN= 60 Future Imp Area: 0.00 ac CN= 98 Weighted CN: 57.3 rPROJECT 4' DATE 11-12-2021 NAME PROJECT NOiddle School 20-111 LOCATION BY Fuquay Varina, NC KAL STORMWATER ANALYSIS '1 1 Runoff Calculations Pre -Development: Site Area = 3.72 ac Tc = 5.00 min Wt. CN = 77.2 Site Soils: (Hydrologic Soil Group A/D) Wooded Area: 1.60 ac CN= 73 Impervious Area: 0.34 ac CN= 98 Lawn Area: 1.78 ac CN= 77 Weighted CN: 77.2 Post -Development: Site Area = 3.64 ac Tc = 5.00 min Wt. CN = Ion Site Soils: (Hydrologic Soil Group A/D) Wooded Area: 1.60 ac CN= 73 Impervious Area: 0.03 ac CN= 98 Lawn Area: 2.01 ac CN= 77 Future Imp Area: 0.00 ac CN= 98 Weighted CN: 75.4 rPROJECT 4' DATE 11-12-2021 NAME PROJECT NOiddle School 20-111 LOCATION BY Fuquay Varina, NC KAL RunoffSTORMWATER ANALYSIS POINT: 'E' Pre -Development: Site Area = 0.59 ac Tc = 5.00 min Wt. CN = 80.0 Site Soils: (Hydrologic Soil Group A/D) Wooded Area: 0.00 ac CN= 77 Impervious Area: 0.00 ac CN= 98 Lawn Area: 0.59 ac CN= 80 Weighted CN: 80.0 Post -Development: Site Area = 0.59 ac Tc = 14.20 min Wt. CN = Ion Site Soils: (Hydrologic Soil Group A/D) Wooded Area: 0.00 ac CN= 77 Impervious Area: 0.00 ac CN= 98 Lawn Area: 0.59 ac CN= 80 Future Imp Area: 0.00 ac CN= 98 Weighted CN: 80.0 rPROJECT 4' DATE 11-12-2021 NAME PROJECT NOiddle School 20-111 LOCATION BY Fuquay Varina, NC KAL --- Runoff Calculations Onsite Area to SCM Al Site Area = 8.81 ac Tc = 5.00 min Wt. CN = 84.8 Site Soils: (Hydrologic Soil Group A/D) Wooded Area: 0.00 ac CN= 74 Impervious Area: 3.01 ac CN= 98 Lawn Area: 5.80 ac CN= 78 Future Imp Area: 0.10 ac CN= 86 Weighted CN: 84.8 Onsite Area to SCM A2 Site Area = 22.27 ac Tc = 14.20 min Wt. CN = 86.4 Site Soils: (Hydrologic Soil Group A/C/D) Wooded Area: 1.70 ac CN= 73 Impervious Area: 9.63 ac CN= 98 Lawn Area: 10.74 ac CN= 78 Future Imp Area: 0.20 ac CN= 98 Weighted CN: 86.4 rPROJECT 4' DATE 11-12-2021 NAME PROJECT NOiddle School 20-111 LOCATION BY Fuquay Varina, NC KAL --- Runoff Calculations Off site Area to SCM Al Site Area = 0.27 ac Tc = 5.00 min Wt. CN = 74.0 Site Soils: (Hydrologic Soil Group A/D) Wooded Area: 0.27 ac CN= 74 Impervious Area: 0.00 ac CN= 98 Lawn Area: 0.00 ac CN= 78 Future Imp Area: 0.00 ac CN= 86 Weighted CN: 74.0 Area Bypassing SCMs Site Area = 12.98 ac Tc = 74.12 min Wt. CN = 76.2 Site Soils: (Hydrologic Soil Group A/D) Wooded Area: 6.00 ac CN= 74 Impervious Area: 0.00 ac CN= 98 Lawn Area: 6.98 ac CN= 78 Future Imp Area: 0.00 ac CN= 86 Weighted CN: 76.2 rPROJECT 4' DATE 11-12-2021 NAME PROJECT NOiddle School 20-111 LOCATION BY Fuquay Varina, NC KAL --- Runoff Calculations Off site Area to SCM A2 Site Area = 0.31 ac Tc = 5.00 min Wt. CN = 87.7 Site Soils: (Hydrologic Soil Group A/D) Wooded Area: 0.00 ac CN= 74 Impervious Area: 0.15 ac CN= 98 Lawn Area: 0.16 ac CN= 78 Future Imp Area: 0.00 ac CN= 86 Weighted CN: 87.7 Offsite area from Area B to Area A by Storm Bypass Site Area = 1.78 ac Tc = 15.50 min Wt. CN = 84.7 Site Soils: (Hydrologic Soil Group A/D) Wooded Area: 0.00 ac CN= 74 Impervious Area: 0.60 ac CN= 98 Lawn Area: 1.18 ac CN= 78 Future Imp Area: 0.00 ac CN= 86 Weighted CN: 84.7 DATE 11-12-2021 PROJECT NAME PROJECT NO M15 Middle School 20-111 0� LOCATION BY Fuauav Varina, NC KAL Drainage Area, (DA) = 9.08 ac Impervious Area c= 0.95 3.11 ac Includes 0.1 ac Future Imp. Pervious Area c= 0.30 5.97 ac Cc = 0.52 Wetland Surface Area & Volume % Impervious = 34 % Design Storm Rainfall 1.00 in Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.36 in/in Required Volume (design rainfall)(Rv)(DA) = 11,808 cf (3,630 cf minimum req.) Depth of Temporary Pool (Dplants) = 12 in (15-in max) Approx. Ave. Surface Area for Design = 11,808 sf Surface Area at Permanent Pool= 9,060 sf @ 0.0 in. ponding Surface Area at 1/2 Depth= 13,720 sf @ 6.0 in. ponding Surface Area at Temporary Pool= 14,520 sf @ 12.0 in. ponding Temporary Ponding Volume Provided= 12,755 cf > 11,808 cf OK Temp. Storage Depth above Dewatering Hole = 1.00 ft Diameter of Dewatering Hole = 1.50 in Detention (Draw -Down) Time = 4.1 days T days=(Req. Temp. Storage Vol / (0.6 ' A * (2*g*(h))Al/2) ' 86400 (where h = one third temp. storage depth measured to centroid of orifice) Wetland Zones Required Forebay Surface Area (10-15%) = 1452 2178 sf Non-Forebay Deep Pools (5-15%) = 726 2178 sf Shallow Water Zone (35-45%) = 5082 6534 sf Temp. Inundation Zone (30-45%) = 4356 6534 sf Wetland Zones Provided Forebay Surface Area = 1,750 sf 12% OK Non-Forebay Deep Pools = 1,285 sf 9% OK Shallow Water Zone = 5,475 sf 38% OK Temporary Inundation Zone = 6,010 sf 41% OK s:\1319\0001\calcs\20-111-PondSize-Wetland_Second Submittal.As printed: 11/15/2021 9:12 AM Page 1 of 2 DATE 11-12-2021 PROJECT NAME PROJECT NO M15 Middle School 20-111 LOCATION BY Fuauav Varina, NC KAL ` Drainage Area, (DA) = 22.58 ac Impervious Area c= 0.95 9.98 ac Includes 0.2 ac Future Imp. Pervious Area c= 0.30 12.60 ac Cc = 0.59 Wetland Surface Area & Volume % Impervious = 44 % Design Storm Rainfall 1.00 in Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.45 in/in Required Volume (design rainfall)(Rv)(DA) = 36,703 cf (3,630 cf minimum req.) Depth of Temporary Pool (Dplants) = 12 in (15-in max) Approx. Ave. Surface Area for Design = 36,703 sf Surface Area at Permanent Pool= 29,400 sf @ 0.0 in. ponding Surface Area at 1/2 Depth= 43,870 sf @ 6.0 in. ponding Surface Area at Temporary Pool= 45,820 sf @ 12.0 in. ponding Temporary Ponding Volume Provided= 40,740 cf > 36,703 cf OK Temp. Storage Depth above Dewatering Hole = 1.00 ft Diameter of Dewatering Hole = 3.00 in Detention (Draw -Down) Time = 3.3 days T days=(Req. Temp. Storage Vol / (0.6 ' A * (2*g*(h))Al/2) ' 86400 (where h = one third temp. storage depth measured to centroid of orifice) Wetland Zones Required Forebay Surface Area (10-15%) = 4582 6873 sf Non-Forebay Deep Pools (5-15%) = 2291 6873 sf Shallow Water Zone (35-45%) = 16037 20619 sf Temp. Inundation Zone (30-45%) = 13746 20619 sf Wetland Zones Provided Forebay Surface Area = 5,090 sf 11 % OK Non-Forebay Deep Pools = 3,590 sf 8% OK Shallow Water Zone = 18,104 sf 40% OK Temporary Inundation Zone = 19,036 sf 42% OK s:\1319\0001\calcs\20-111-PondSize-Wetland_Second Submittal.As printed: 11/15/2021 9:12 AM Page 2 of 2 Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v2021 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 13.67 2 758 110,060 ------ ------ ------ Area A - Pre 2 SCS Runoff 0.456 2 726 6,402 ------ ------ ------ Area B - Pre 3 SCS Runoff 3.959 2 724 21,023 ------ ------ ------ Area C - Pre 4 SCS Runoff 6.852 2 718 13,703 ------ ------ ------ Arae D - Pre 5 SCS Runoff 1.252 2 718 2,510 ------ ------ ------ Area E - Pre 7 SCS Runoff 30.64 2 758 233,309 ------ ------ ------ Area A - Post 8 SCS Runoff 0.107 2 720 402 ------ ------ ------ Area B - Post 9 SCS Runoff 3.111 2 722 14,802 ------ ------ ------ Area C - Post 10 SCS Runoff 6.073 2 718 12,168 ------ ------ ------ Arae D - Post 11 SCS Runoff 1.252 2 718 2,510 ------ ------ ------ Area E - Post 13 SCS Runoff 23.33 2 716 47,181 ------ ------ ------ Onsite Area To SCM Al 14 SCS Runoff 0.415 2 718 835 ------ ------ ------ Offsite Area to SCM Al 15 Combine 23.73 2 716 48,015 13, 14 ------ ------ Total Area To SCM Al 16 Reservoir 3.583 2 728 45,375 15 330.64 22,563 Route SCM Al 17 SCS Runoff 63.19 2 716 128,296 ------ ------ ------ Onsite Area to SCM A2 18 SCS Runoff 0.928 2 716 1,893 ------ ------ ------ Offsite Area to SCM A2 19 Combine 64.12 2 716 130,189 17, 18 ------ ------ Total Area to SCM A2 20 Reservoir 2.476 2 812 120,647 17 309.75 76,592 Route SCM A2 21 SCS Runoff 6.048 2 760 49,071 ------ ------ ------ Area A Bypassing SCMs 22 SCS Runoff 3.520 2 722 9,868 ------ ------ ------ Offsite Area Directed to Pt A 23 Combine 11.54 2 756 224,961 16, 20, 21, ------ ------ Total Area A Managed 22 20-111 Pre -Post Routing.gpw Return Period: 1 Year Monday, 11 / 15 / 2021 Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 1 Area A - Pre Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 28.450 ac Basin Slope = 0.9 % Tc method = KIRPICH Total precip. = 3.00 in Storm duration = 24 hrs Q (cfs) 14.00 12.00 10.00 01 M 4.00 ItX Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area A - Pre Hyd. No. 1 -- 1 Year Monday, 11 / 15 / 2021 = 13.67 cfs = 758 min = 110, 060 cuft = 76.8 = 14285 ft = 74.12 min = Type II = 484 Q (cfs) 14.00 12.00 10.00 . �� 4.00 of 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 2 Area B - Pre Hydrograph type = SCS Runoff Peak discharge = 0.456 cfs Storm frequency = 1 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 6,402 cuft Drainage area = 11.880 ac Curve number = 53 Basin Slope = 2.8 % Hydraulic length = 1635 ft Tc method = KIRPICH Time of conc. (Tc) = 9.21 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 Area B - Pre Hyd. No. 2 -- 1 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 2 Time (min) Hydrograph Report 4 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 3 Area C - Pre Hydrograph type = SCS Runoff Peak discharge = 3.959 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 21,023 cuft Drainage area = 20.310 ac Curve number = 58.1 Basin Slope = 1.6 % Hydraulic length = 1800 ft Tc method = KIRPICH Time of conc. (Tc) = 12.30 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area C - Pre Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 3 Time (min) 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 4 Arae D - Pre Hydrograph type = SCS Runoff Peak discharge = 6.852 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 13,703 cuft Drainage area = 3.720 ac Curve number = 77.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 7.00 5.00 3.00 1.00 Arae D - Pre Hyd. No. 4 -- 1 Year Q (cfs) 7.00 . We 5.00 4.00 3.00 2.00 1.00 0.00 ' 1 1 1 1 ' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 4 Time (min) Hydrograph Report 0 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 5 Area E - Pre Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 0.590 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.00 in Storm duration = 24 hrs Q (cfs) 2.00 1.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area E - Pre Hyd. No. 5 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 5 Monday, 11 / 15 / 2021 = 1.252 cfs = 718 min = 2,510 cuft = 80 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 7 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 7 Area A - Post Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 44.180 ac Basin Slope = 0.9 % Tc method = KIRPICH Total precip. = 3.00 in Storm duration = 24 hrs Q (cfs) 35.00 25.00 20.00 15.00 10.00 5.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area A - Post Hyd. No. 7 -- 1 Year Monday, 11 / 15 / 2021 = 30.64 cfs = 758 min = 233,309 cuft = 83 = 14285 ft = 74.12 min = Type II = 484 Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 '1 1 1 -..- ' ' ' ' ' ' ' -*1-1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 7 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 8 Area B - Post Hydrograph type = SCS Runoff Peak discharge = 0.107 cfs Storm frequency = 1 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 402 cuft Drainage area = 0.480 ac Curve number = 57 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 Area B - Post Hyd. No. 8 -- 1 Year 1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 11 1 ��1 .1 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 Hydrograph Report 9 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 9 Area C - Post Hydrograph type = SCS Runoff Peak discharge = 3.111 cfs Storm frequency = 1 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 14,802 cuft Drainage area = 16.060 ac Curve number = 57.3 Basin Slope = 2.0 % Hydraulic length = 1495 ft Tc method = KIRPICH Time of conc. (Tc) = 9.79 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area C - Post Q (cfs) Hyd. No. 9 -- 1 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 9 Time (min) 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 10 Arae D - Post Hydrograph type = SCS Runoff Peak discharge = 6.073 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 12,168 cuft Drainage area = 3.640 ac Curve number = 75.4 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 7.00 5.00 3.00 1.00 Arae D - Post Hyd. No. 10 -- 1 Year Q (cfs) 7.00 . We 5.00 4.00 3.00 2.00 1.00 0.00 ' 1 1 1 1-0- ' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 10 Time (min) Hydrograph Report 11 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 11 Area E - Post Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 0.590 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.00 in Storm duration = 24 hrs Q (cfs) 2.00 1.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area E - Post Hyd. No. 11 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 11 Monday, 11 / 15 / 2021 = 1.252 cfs = 718 min = 2,510 cuft = 80 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 12 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 13 Onsite Area To SCM Al Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 8.810 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.00 in Storm duration = 24 hrs Q (cfs) 24.00 20.00 16.00 12.00 :1M 4.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Onsite Area To SCM Al Hyd. No. 13 -- 1 Year 0.00 1---J— ' ' ' ' ' 0 120 240 360 480 600 720 840 — Hyd No. 13 Monday, 11 / 15 / 2021 = 23.33 cfs = 716 min = 47,181 cuft = 84.8 = Oft = 5.00 min = Type II = 484 Q (cfs) 24.00 20.00 16.00 12.00 m 4.00 0.00 960 1080 1200 1320 1440 Time (min) 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 14 Offsite Area to SCM Al Hydrograph type = SCS Runoff Peak discharge = 0.415 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 835 cuft Drainage area = 0.270 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 Offsite Area to SCM Al Hyd. No. 14 -- 1 Year 1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 11 1 ��1 .1 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 14 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 15 Total Area To SCM Al Hydrograph type = Combine Peak discharge = 23.73 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 48,015 cuft Inflow hyds. = 13, 14 Contrib. drain. area = 9.080 ac Q (cfs) 24.00 20.00 16.00 12.00 91011111 4.00 0.00 1 ---J— 0 120 240 — Hyd No. 15 Total Area To SCM Al Hyd. No. 15 -- 1 Year 360 480 600 Hyd No. 13 Q (cfs) 24.00 20.00 16.00 12.00 M 4.00 0.00 720 840 960 1080 1200 1320 1440 Time (min) Hyd No. 14 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 16 Route SCM Al Hydrograph type = Reservoir Peak discharge = 3.583 cfs Storm frequency = 1 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 45,375 cuft Inflow hyd. No. = 15 - Total Area To SCM Al Max. Elevation = 330.64 ft Reservoir name = SCM Al Max. Storage = 22,563 cuft Storage Indication method used. Q (cfs) 24.00 20.00 16.00 12.00 91011111 4.00 0.00 ' ' 1�— 0 480 — Hyd No. 16 Route SCM Al Hyd. No. 16 -- 1 Year Q (cfs) 24.00 20.00 16.00 12.00 M 4.00 0.00 1440 1920 2400 2880 3360 3840 4320 4800 Time (min) — Hyd No. 15 Total storage used = 22,563 cult Pond Report 16 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Pond No. 1 - SCM Al Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 329.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 329.00 9,060 0 0 0.50 329.50 13,720 5,654 5,654 1.00 330.00 14,520 7,058 12,713 2.00 331.00 16,160 15,331 28,044 3.00 332.00 17,850 16,996 45,040 4.00 333.00 19,600 18,716 63,756 5.00 334.00 21,400 20,491 84,248 6.00 335.00 23,270 22,326 106,574 7.00 336.00 25,190 24,221 130,795 Culvert / Orifice Structures [A] [B] [C] [PrfRsr] Rise (in) = 24.00 1.50 15.00 0.00 Span (in) = 24.00 1.50 15.00 0.00 No. Barrels = 1 1 2 0 Invert El. (ft) = 326.00 329.00 330.00 0.00 Length (ft) = 72.00 0.50 0.50 0.00 Slope (%) = 2.78 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Multi -Stage = n/a Yes Yes No Monday, 11 / 15 / 2021 Weir Structures [A] [B] [C] [D] Crest Len (ft) = 16.00 Inactive 8.00 0.00 Crest El. (ft) = 334.00 330.00 335.00 0.00 Weir Coeff. = 3.33 3.33 2.60 3.33 Weir Type = 1 Rect Broad --- Multi-Stage = Yes Yes No No Exfil.(in/hr) = 0.000 (by Wet area) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 329.00 0.00 0.00 0.00 --- 0.00 0.00 0.00 0.05 565 329.05 21.39 is 0.00 is 0.00 --- 0.00 0.00 0.00 0.10 1,131 329.10 21.39 ic 0.01 is 0.00 --- 0.00 0.00 0.00 0.15 1,696 329.15 21.39 is 0.02 is 0.00 --- 0.00 0.00 0.00 0.20 2,262 329.20 21.39 is 0.02 is 0.00 --- 0.00 0.00 0.00 0.25 2,827 329.25 21.39 is 0.03 is 0.00 --- 0.00 0.00 0.00 0.30 3,393 329.30 21.39 is 0.03 is 0.00 --- 0.00 0.00 0.00 0.35 3,958 329.35 21.39 is 0.03 is 0.00 --- 0.00 0.00 0.00 0.40 4,523 329.40 21.39 is 0.03 is 0.00 --- 0.00 0.00 0.00 0.45 5,089 329.45 21.39 is 0.04 is 0.00 --- 0.00 0.00 0.00 0.50 5,654 329.50 21.39 is 0.04 is 0.00 --- 0.00 0.00 0.00 0.55 6,360 329.55 21.39 is 0.04 is 0.00 --- 0.00 0.00 0.00 0.60 7,066 329.60 21.39 is 0.04 is 0.00 --- 0.00 0.00 0.00 0.65 7,772 329.65 21.39 is 0.05 is 0.00 --- 0.00 0.00 0.00 0.70 8,478 329.70 21.39 is 0.05 is 0.00 --- 0.00 0.00 0.00 0.75 9,183 329.75 21.39 is 0.05 is 0.00 --- 0.00 0.00 0.00 0.80 9,889 329.80 21.39 is 0.05 is 0.00 --- 0.00 0.00 0.00 0.85 10,595 329.85 21.39 is 0.05 is 0.00 --- 0.00 0.00 0.00 0.90 11,301 329.90 21.39 is 0.05 is 0.00 --- 0.00 0.00 0.00 0.95 12,007 329.95 21.39 is 0.06 is 0.00 --- 0.00 0.00 0.00 1.00 12,713 330.00 21.39 is 0.06 is 0.00 --- 0.00 0.00 0.00 1.10 14,246 330.10 21.39 is 0.06 is 0.10 is --- 0.00 0.00 0.00 1.20 15,779 330.20 21.39 is 0.06 is 0.40 is --- 0.00 0.00 0.00 1.30 17,312 330.30 21.39 is 0.07 is 0.87 is --- 0.00 0.00 0.00 1.40 18,845 330.40 21.39 is 0.07 is 1.48 is --- 0.00 0.00 0.00 1.50 20,378 330.50 21.39 is 0.07 is 2.25 is --- 0.00 0.00 0.00 1.60 21,911 330.60 21.39 is 0.07 is 3.11 is --- 0.00 0.00 0.00 1.70 23,444 330.70 21.39 is 0.08 is 4.05 is --- 0.00 0.00 0.00 1.80 24,978 330.80 21.39 is 0.08 is 5.12 is --- 0.00 0.00 0.00 1.90 26,511 330.90 21.39 is 0.08 is 6.17 is --- 0.00 0.00 0.00 2.00 28,044 331.00 21.39 is 0.08 is 7.17 is --- 0.00 0.00 0.00 2.10 29,743 331.10 21.39 is 0.08 is 8.17 is --- 0.00 0.00 0.00 2.20 31,443 331.20 21.39 is 0.09 is 9.04 is --- 0.00 0.00 0.00 2.30 33,143 331.30 21.39 is 0.09 is 9.71 is --- 0.00 0.00 0.00 --- --- --- 0.000 --- --- --- 0.004 --- --- --- 0.011 --- --- --- 0.017 --- --- --- 0.022 --- --- --- 0.026 --- --- --- 0.029 --- --- --- 0.032 --- --- --- 0.034 --- --- --- 0.037 --- --- --- 0.039 --- --- --- 0.041 --- --- --- 0.043 --- --- --- 0.045 --- --- --- 0.047 --- --- --- 0.049 --- --- --- 0.051 --- --- --- 0.052 --- --- --- 0.054 --- --- --- 0.056 --- --- --- 0.057 --- --- --- 0.163 --- --- --- 0.461 --- --- --- 0.938 --- --- --- 1.547 --- --- --- 2.325 --- --- --- 3.180 --- --- --- 4.128 --- --- --- 5.194 --- --- --- 6.254 --- --- --- 7.251 --- --- --- 8.254 --- --- --- 9.126 --- --- --- 9.797 Continues on next page... 17 SCM Al Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.40 34,842 331.40 21.39 is 0.09 is 10.40 is --- 0.00 0.00 0.00 --- --- --- 10.49 2.50 36,542 331.50 21.39 is 0.09 is 11.05 is --- 0.00 0.00 0.00 --- --- --- 11.15 2.60 38,242 331.60 21.39 is 0.09 is 11.67 is --- 0.00 0.00 0.00 --- --- --- 11.76 2.70 39,941 331.70 21.39 is 0.10 is 12.25 is --- 0.00 0.00 0.00 --- --- --- 12.35 2.80 41,641 331.80 21.39 is 0.10 is 12.81 is --- 0.00 0.00 0.00 --- --- --- 12.91 2.90 43,340 331.90 21.39 is 0.10 is 13.34 is --- 0.00 0.00 0.00 --- --- --- 13.44 3.00 45,040 332.00 21.39 is 0.10 is 13.86 is --- 0.00 0.00 0.00 --- --- --- 13.96 3.10 46,912 332.10 21.39 is 0.10 is 14.35 is --- 0.00 0.00 0.00 --- --- --- 14.45 3.20 48,783 332.20 21.39 is 0.10 is 14.83 is --- 0.00 0.00 0.00 --- --- --- 14.93 3.30 50,655 332.30 21.39 is 0.11 is 15.29 is --- 0.00 0.00 0.00 --- --- --- 15.40 3.40 52,527 332.40 21.39 is 0.11 is 15.74 is --- 0.00 0.00 0.00 --- --- --- 15.85 3.50 54,398 332.50 21.39 is 0.11 is 16.18 is --- 0.00 0.00 0.00 --- --- --- 16.29 3.60 56,270 332.60 21.39 is 0.11 is 16.61 is --- 0.00 0.00 0.00 --- --- --- 16.72 3.70 58,142 332.70 21.39 is 0.11 is 17.02 is --- 0.00 0.00 0.00 --- --- --- 17.13 3.80 60,013 332.80 21.39 is 0.11 is 17.43 is --- 0.00 0.00 0.00 --- --- --- 17.54 3.90 61,885 332.90 21.39 is 0.12 is 17.82 is --- 0.00 0.00 0.00 --- --- --- 17.94 4.00 63,756 333.00 21.39 is 0.12 is 18.21 is --- 0.00 0.00 0.00 --- --- --- 18.33 4.10 65,806 333.10 21.39 is 0.12 is 18.59 is --- 0.00 0.00 0.00 --- --- --- 18.71 4.20 67,855 333.20 21.39 is 0.12 is 18.96 is --- 0.00 0.00 0.00 --- --- --- 19.08 4.30 69,904 333.30 21.39 is 0.12 is 19.33 is --- 0.00 0.00 0.00 --- --- --- 19.45 4.40 71,953 333.40 21.39 is 0.12 is 19.68 is --- 0.00 0.00 0.00 --- --- --- 19.81 4.50 74,002 333.50 21.39 is 0.12 is 20.04 is --- 0.00 0.00 0.00 --- --- --- 20.16 4.60 76,051 333.60 21.39 is 0.13 is 20.38 is --- 0.00 0.00 0.00 --- --- --- 20.51 4.70 78,100 333.70 21.39 is 0.13 is 20.72 is --- 0.00 0.00 0.00 --- --- --- 20.85 4.80 80,149 333.80 21.39 is 0.13 is 21.05 is --- 0.00 0.00 0.00 --- --- --- 21.18 4.90 82,199 333.90 21.51 is 0.13 is 21.38 is --- 0.00 0.00 0.00 --- --- --- 21.51 5.00 84,248 334.00 21.84 is 0.13 is 21.71 is --- 0.00 0.00 0.00 --- --- --- 21.84 5.10 86,480 334.10 23.84 is 0.13 is 22.03 is --- 1.69 0.00 0.00 --- --- --- 23.84 5.20 88,713 334.20 27.23 is 0.12 is 22.34 is --- 4.77 0.00 0.00 --- --- --- 27.23 5.30 90,946 334.30 30.29 is 0.11 is 21.43 is --- 8.76 0.00 0.00 --- --- --- 30.29 5.40 93,178 334.40 32.89 is 0.10 is 19.31 is --- 13.48 0.00 0.00 --- --- --- 32.89 5.50 95,411 334.50 35.54 is 0.08 is 16.62 is --- 18.84 0.00 0.00 --- --- --- 35.54 5.60 97,644 334.60 38.09 is 0.07 is 13.26 is --- 24.76 0.00 0.00 --- --- --- 38.09 5.70 99,876 334.70 40.22 is 0.05 is 9.37 is --- 30.81 s 0.00 0.00 --- --- --- 40.22 5.80 102,109 334.80 41.04 is 0.04 is 7.83 is --- 33.17 s 0.00 0.00 --- --- --- 41.03 5.90 104,341 334.90 41.61 is 0.03 is 6.80 is --- 34.77 s 0.00 0.00 --- --- --- 41.61 6.00 106,574 335.00 42.08 is 0.03 is 6.01 is --- 36.03 s 0.00 0.00 --- --- --- 42.08 6.10 108,996 335.10 42.49 is 0.03 is 5.38 is --- 37.08 s 0.00 0.66 --- --- --- 43.14 6.20 111,418 335.20 42.86 is 0.02 is 4.86 is --- 37.97 s 0.00 1.86 --- --- --- 44.71 6.30 113,840 335.30 43.20 is 0.02 is 4.42 is --- 38.75 s 0.00 3.42 --- --- --- 46.61 6.40 116,263 335.40 43.53 is 0.02 is 4.05 is --- 39.44 s 0.00 5.26 --- --- --- 48.78 6.50 118,685 335.50 43.84 is 0.02 is 3.74 is --- 40.07 s 0.00 7.35 --- --- --- 51.17 6.60 121,107 335.60 44.13 is 0.02 is 3.46 is --- 40.64 s 0.00 9.67 --- --- --- 53.79 6.70 123,529 335.70 44.42 is 0.02 is 3.22 is --- 41.16 s 0.00 12.18 --- --- --- 56.58 6.80 125,951 335.80 44.70 is 0.02 is 3.01 is --- 41.65 s 0.00 14.88 --- --- --- 59.56 6.90 128,373 335.90 44.98 is 0.01 is 2.82 is --- 42.13 s 0.00 17.76 --- --- --- 62.73 7.00 130,795 336.00 45.25 is 0.01 is 2.65 is --- 42.57 s 0.00 20.80 --- --- --- 66.04 End 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 17 Onsite Area to SCM A2 Hydrograph type = SCS Runoff Peak discharge = 63.19 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 128,296 cuft Drainage area = 22.270 ac Curve number = 86.4 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Onsite Area to SCM A2 Q (cfs) Hyd. No. 17 -- 1 Year Q (cfs) 70.00 1 1 1 70.00 ►��I��I�1c��: ��S��I��I�I `1111111c� Z. 0.00 ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 — Hyd No. 17 Time (min) 19 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 18 Offsite Area to SCM A2 Hydrograph type = SCS Runoff Peak discharge = 0.928 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 1,893 cuft Drainage area = 0.310 ac Curve number = 87.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 20 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 19 Total Area to SCM A2 Hydrograph type = Combine Peak discharge = 64.12 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 130,189 cuft Inflow hyds. = 17, 18 Contrib. drain. area = 22.580 ac Total Area to SCM A2 21 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 20 Route SCM A2 Hydrograph type = Reservoir Peak discharge = 2.476 cfs Storm frequency = 1 yrs Time to peak = 812 min Time interval = 2 min Hyd. volume = 120,647 cuft Inflow hyd. No. = 17 - Onsite Area to SCM A2 Max. Elevation = 309.75 ft Reservoir name = SCM A2 Max. Storage = 76,592 cuft Storage Indication method used. Q (cfs) 70.00 40.00 20.00 10.00 0.00 0 600 — Hyd No. 20 Route SCM A2 Hyd. No. 20 -- 1 Year Q (cfs) 70.00 50.00 40.00 30.00 20.00 10.00 ' 0.00 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) - Hyd No. 17 Total storage used = 76,592 cult Pond Report 22 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Pond No. 3 - SCM A2 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 308.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 308.00 29,350 0 0 0.50 308.50 43,870 18,182 18,182 1.00 309.00 45,820 22,419 40,601 2.00 310.00 49,780 47,782 88,382 3.00 311.00 53,790 51,767 140,149 4.00 312.00 57,870 55,812 195,961 5.00 313.00 62,010 59,922 255,883 6.00 314.00 66,210 64,092 319,975 7.00 315.00 70,470 68,322 388,297 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 30.00 3.00 8.00 0.00 Crest Len (ft) = 16.00 14.00 0.00 0.00 Span (in) = 30.00 3.00 8.00 0.00 Crest El. (ft) = 313.00 314.00 0.00 0.00 No. Barrels = 1 1 2 0 Weir Coeff. = 3.33 2.60 3.33 3.33 Invert El. (ft) = 305.00 308.00 309.00 0.00 Weir Type = 1 Broad --- --- Length (ft) = 168.00 0.50 0.50 0.00 Multi -Stage = Yes No No No Slope (%) = 8.30 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a Yes Yes No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 308.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 0.05 1,818 308.05 31.26 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.006 0.10 3,636 308.10 31.26 is 0.02 is 0.00 --- 0.00 0.00 --- --- --- --- 0.020 0.15 5,455 308.15 31.26 is 0.04 is 0.00 --- 0.00 0.00 --- --- --- --- 0.041 0.20 7,273 308.20 31.26 is 0.06 is 0.00 --- 0.00 0.00 --- --- --- --- 0.064 0.25 9,091 308.25 31.26 is 0.08 is 0.00 --- 0.00 0.00 --- --- --- --- 0.084 0.30 10,909 308.30 31.26 is 0.10 is 0.00 --- 0.00 0.00 --- --- --- --- 0.099 0.35 12,727 308.35 31.26 is 0.11 is 0.00 --- 0.00 0.00 --- --- --- --- 0.112 0.40 14,546 308.40 31.26 is 0.12 is 0.00 --- 0.00 0.00 --- --- --- --- 0.124 0.45 16,364 308.45 31.26 is 0.13 is 0.00 --- 0.00 0.00 --- --- --- --- 0.135 0.50 18,182 308.50 31.26 is 0.14 is 0.00 --- 0.00 0.00 --- --- --- --- 0.145 0.55 20,424 308.55 31.26 is 0.15 is 0.00 --- 0.00 0.00 --- --- --- --- 0.154 0.60 22,666 308.60 31.26 is 0.16 is 0.00 --- 0.00 0.00 --- --- --- --- 0.163 0.65 24,908 308.65 31.26 is 0.17 is 0.00 --- 0.00 0.00 --- --- --- --- 0.171 0.70 27,149 308.70 31.26 is 0.18 is 0.00 --- 0.00 0.00 --- --- --- --- 0.179 0.75 29,391 308.75 31.26 is 0.19 is 0.00 --- 0.00 0.00 --- --- --- --- 0.187 0.80 31,633 308.80 31.26 is 0.19 is 0.00 --- 0.00 0.00 --- --- --- --- 0.194 0.85 33,875 308.85 31.26 is 0.20 is 0.00 --- 0.00 0.00 --- --- --- --- 0.201 0.90 36,117 308.90 31.26 is 0.21 is 0.00 --- 0.00 0.00 --- --- --- --- 0.208 0.95 38,359 308.95 31.26 is 0.21 is 0.00 --- 0.00 0.00 --- --- --- --- 0.215 1.00 40,601 309.00 31.26 is 0.22 is 0.00 --- 0.00 0.00 --- --- --- --- 0.221 1.10 45,379 309.10 31.26 is 0.23 is 0.07 is --- 0.00 0.00 --- --- --- --- 0.305 1.20 50,157 309.20 31.26 is 0.25 is 0.27 is --- 0.00 0.00 --- --- --- --- 0.515 1.30 54,935 309.30 31.26 is 0.26 is 0.57 is --- 0.00 0.00 --- --- --- --- 0.829 1.40 59,713 309.40 31.26 is 0.27 is 0.94 is --- 0.00 0.00 --- --- --- --- 1.211 1.50 64,491 309.50 31.26 is 0.28 is 1.36 is --- 0.00 0.00 --- --- --- --- 1.638 1.60 69,269 309.60 31.26 is 0.29 is 1.75 is --- 0.00 0.00 --- --- --- --- 2.039 1.70 74,048 309.70 31.26 is 0.30 is 2.04 is --- 0.00 0.00 --- --- --- --- 2.332 1.80 78,826 309.80 31.26 is 0.31 is 2.30 is --- 0.00 0.00 --- --- --- --- 2.602 1.90 83,604 309.90 31.26 is 0.31 is 2.53 is --- 0.00 0.00 --- --- --- --- 2.845 2.00 88,382 310.00 31.26 is 0.32 is 2.74 is --- 0.00 0.00 --- --- --- --- 3.068 2.10 93,559 310.10 31.26 is 0.33 is 2.94 is --- 0.00 0.00 --- --- --- --- 3.275 2.20 98,735 310.20 31.26 is 0.34 is 3.13 is --- 0.00 0.00 --- --- --- --- 3.469 2.30 103,912 310.30 31.26 is 0.35 is 3.30 is --- 0.00 0.00 --- --- --- --- 3.653 Continues on next page... 23 SCM A2 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.40 109,089 310.40 31.26 is 0.36 is 3.47 is --- 0.00 0.00 --- --- --- --- 3.828 2.50 114,266 310.50 31.26 is 0.36 is 3.63 is --- 0.00 0.00 --- --- --- --- 3.995 2.60 119,442 310.60 31.26 is 0.37 is 3.78 is --- 0.00 0.00 --- --- --- --- 4.155 2.70 124,619 310.70 31.26 is 0.38 is 3.93 is --- 0.00 0.00 --- --- --- --- 4.308 2.80 129,796 310.80 31.26 is 0.39 is 4.07 is --- 0.00 0.00 --- --- --- --- 4.457 2.90 134,972 310.90 31.26 is 0.39 is 4.21 is --- 0.00 0.00 --- --- --- --- 4.601 3.00 140,149 311.00 31.26 is 0.40 is 4.34 is --- 0.00 0.00 --- --- --- --- 4.740 3.10 145,730 311.10 31.26 is 0.41 is 4.47 is --- 0.00 0.00 --- --- --- --- 4.875 3.20 151,311 311.20 31.26 is 0.41 is 4.59 is --- 0.00 0.00 --- --- --- --- 5.007 3.30 156,893 311.30 31.26 is 0.42 is 4.71 is --- 0.00 0.00 --- --- --- --- 5.135 3.40 162,474 311.40 31.26 is 0.43 is 4.83 is --- 0.00 0.00 --- --- --- --- 5.260 3.50 168,055 311.50 31.26 is 0.43 is 4.95 is --- 0.00 0.00 --- --- --- --- 5.382 3.60 173,636 311.60 31.26 is 0.44 is 5.06 is --- 0.00 0.00 --- --- --- --- 5.501 3.70 179,217 311.70 31.26 is 0.45 is 5.17 is --- 0.00 0.00 --- --- --- --- 5.618 3.80 184,799 311.80 31.26 is 0.45 is 5.28 is --- 0.00 0.00 --- --- --- --- 5.732 3.90 190,380 311.90 31.26 is 0.46 is 5.38 is --- 0.00 0.00 --- --- --- --- 5.844 4.00 195,961 312.00 31.26 is 0.47 is 5.49 is --- 0.00 0.00 --- --- --- --- 5.954 4.10 201,953 312.10 31.26 is 0.47 is 5.59 is --- 0.00 0.00 --- --- --- --- 6.062 4.20 207,945 312.20 31.26 is 0.48 is 5.69 is --- 0.00 0.00 --- --- --- --- 6.168 4.30 213,938 312.30 31.26 is 0.48 is 5.79 is --- 0.00 0.00 --- --- --- --- 6.272 4.40 219,930 312.40 31.26 is 0.49 is 5.89 is --- 0.00 0.00 --- --- --- --- 6.374 4.50 225,922 312.50 31.26 is 0.49 is 5.98 is --- 0.00 0.00 --- --- --- --- 6.475 4.60 231,914 312.60 31.26 is 0.50 is 6.07 is --- 0.00 0.00 --- --- --- --- 6.575 4.70 237,906 312.70 31.26 is 0.51 is 6.17 is --- 0.00 0.00 --- --- --- --- 6.673 4.80 243,899 312.80 31.26 is 0.51 is 6.26 is --- 0.00 0.00 --- --- --- --- 6.769 4.90 249,891 312.90 31.26 is 0.52 is 6.35 is --- 0.00 0.00 --- --- --- --- 6.864 5.00 255,883 313.00 31.26 is 0.52 is 6.44 is --- 0.00 0.00 --- --- --- --- 6.958 5.10 262,292 313.10 31.26 is 0.53 is 6.52 is --- 1.69 0.00 --- --- --- --- 8.735 5.20 268,701 313.20 31.26 is 0.53 is 6.61 is --- 4.77 0.00 --- --- --- --- 11.91 5.30 275,111 313.30 31.26 is 0.54 is 6.69 is --- 8.75 0.00 --- --- --- --- 15.99 5.40 281,520 313.40 31.26 is 0.54 is 6.78 is --- 13.48 0.00 --- --- --- --- 20.80 5.50 287,929 313.50 31.26 is 0.55 is 6.86 is --- 18.84 0.00 --- --- --- --- 26.25 5.60 294,338 313.60 32.26 is 0.55 is 6.94 is --- 24.76 0.00 --- --- --- --- 32.26 5.70 300,748 313.70 38.74 is 0.52 is 7.02 is --- 31.20 0.00 --- --- --- --- 38.74 5.80 307,157 313.80 45.22 is 0.47 is 6.63 is --- 38.12 0.00 --- --- --- --- 45.22 5.90 313,566 313.90 51.60 is 0.40 is 5.71 is --- 45.50 0.00 --- --- --- --- 51.60 6.00 319,975 314.00 58.01 is 0.31 is 4.42 is --- 53.28 0.00 --- --- --- --- 58.01 6.10 326,807 314.10 62.45 is 0.22 is 3.13 is --- 59.10 s 1.15 --- --- --- --- 63.60 6.20 333,640 314.20 63.82 is 0.19 is 2.72 is --- 60.90 s 3.26 --- --- --- --- 67.07 6.30 340,472 314.30 64.83 is 0.17 is 2.43 is --- 62.23 s 5.98 --- --- --- --- 70.81 6.40 347,304 314.40 65.67 is 0.15 is 2.20 is --- 63.31 s 9.21 --- --- --- --- 74.87 6.50 354,136 314.50 66.39 is 0.14 is 2.01 is --- 64.24 s 12.87 --- --- --- --- 79.26 6.60 360,968 314.60 67.04 is 0.13 is 1.85 is --- 65.06 s 16.92 --- --- --- --- 83.96 6.70 367,801 314.70 67.64 is 0.12 is 1.71 is --- 65.80 s 21.32 --- --- --- --- 88.95 6.80 374,633 314.80 68.20 is 0.11 is 1.59 is --- 66.49 s 26.05 --- --- --- --- 94.23 6.90 381,465 314.90 68.72 is 0.10 is 1.48 is --- 67.12 s 31.08 --- --- --- --- 99.79 7.00 388,297 315.00 69.22 is 0.10 is 1.39 is --- 67.72 s 36.40 --- --- --- --- 105.61 ... End Hydrograph Report 24 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 21 Area A Bypassing SCMs Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 13.100 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.00 in Storm duration = 24 hrs Q (cfs) 7.00 . Me 5.00 3.00 1.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Monday, 11 / 15 / 2021 = 6.048 cfs = 760 min = 49,071 cuft = 76.2 = 0 ft = 74.10 min = Type II = 484 Q (cfs) 7.00 . We 5.00 4.00 3.00 2.00 1.00 0.00 1 1 1 1 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 21 Time (min) Hydrograph Report 25 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 22 Offsite Area Directed to Pt A Hydrograph type = SCS Runoff Peak discharge = 3.520 cfs Storm frequency = 1 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 9,868 cuft Drainage area = 1.780 ac Curve number = 84.7 Basin Slope = 2.8 % Hydraulic length = 3245 ft Tc method = KIRPICH Time of conc. (Tc) = 15.51 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Offsite Area Directed to Pt A Q (cfs) Hyd. No. 22 -- 1 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 22 Time (min) 26 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 23 Total Area A Managed Hydrograph type = Combine Peak discharge = 11.54 cfs Storm frequency = 1 yrs Time to peak = 756 min Time interval = 2 min Hyd. volume = 224,961 cuft Inflow hyds. = 16, 20, 21, 22 Contrib. drain. area = 14.880 ac Total Area A Managed Q (cfs) Hyd. No. 23 -- 1 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 - 0.00 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 5760 Hyd No. 23 Hyd No. 16 Hyd No. 20 Hyd No. 21 Time (min) Hyd No. 22 Hydrograph Summary Report 27 Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2021 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 18.94 2 758 147,972 ------ ------ ------ Area A - Pre 2 SCS Runoff 2.432 2 722 12,256 ------ ------ ------ Area B - Pre 3 SCS Runoff 9.124 2 724 35,012 ------ ------ ------ Area C - Pre 4 SCS Runoff 9.169 2 718 18,372 ------ ------ ------ Arae D - Pre 5 SCS Runoff 1.637 2 718 3,301 ------ ------ ------ Area E - Pre 7 SCS Runoff 39.93 2 758 301,115 ------ ------ ------ Area A - Post 8 SCS Runoff 0.256 2 718 685 ------ ------ ------ Area B - Post 9 SCS Runoff 7.525 2 720 25,101 ------ ------ ------ Area C - Post 10 SCS Runoff 8.263 2 718 16,527 ------ ------ ------ Arae D - Post 11 SCS Runoff 1.637 2 718 3,301 ------ ------ ------ Area E - Post 13 SCS Runoff 29.64 2 716 60,230 ------ ------ ------ Onsite Area To SCM Al 14 SCS Runoff 0.573 2 718 1,146 ------ ------ ------ Offsite Area to SCM Al 15 Combine 30.19 2 716 61,376 13, 14 ------ ------ Total Area To SCM Al 16 Reservoir 7.280 2 724 58,711 15 331.00 28,093 Route SCM Al 17 SCS Runoff 79.35 2 716 162,233 ------ ------ ------ Onsite Area to SCM A2 18 SCS Runoff 1.155 2 716 2,375 ------ ------ ------ Offsite Area to SCM A2 19 Combine 80.51 2 716 164,608 17, 18 ------ ------ Total Area to SCM A2 20 Reservoir 3.380 2 798 154,348 17 310.15 96,357 Route SCM A2 21 SCS Runoff 8.434 2 758 66,260 ------ ------ ------ Area A Bypassing SCMs 22 SCS Runoff 4.494 2 722 12,605 ------ ------ ------ Offsite Area Directed to Pt A 23 Combine 17.49 2 726 291,924 16, 20, 21, ------ ------ Total Area A Managed 22 20-111 Pre -Post Routing.gpw Return Period: 2 Year Monday, 11 / 15 / 2021 Hydrograph Report 28 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 1 Area A - Pre Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 28.450 ac Basin Slope = 0.9 % Tc method = KIRPICH Total precip. = 3.51 in Storm duration = 24 hrs Q (cfs) 21.00 18.00 15.00 12.00 3.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area A - Pre Hyd. No. 1 -- 2 Year Monday, 11 / 15 / 2021 = 18.94 cfs = 758 min = 147,972 cuft = 76.8 = 14285 ft = 74.12 min = Type II = 484 Q (cfs) 21.00 18.00 15.00 12.00 M 3.00 0.00 ' 1 1 1 1 11 ' ' ' ' ' ' ' '-%-`-1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) Hydrograph Report 29 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 2 Area B - Pre Hydrograph type = SCS Runoff Peak discharge = 2.432 cfs Storm frequency = 2 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 12,256 cuft Drainage area = 11.880 ac Curve number = 53 Basin Slope = 2.8 % Hydraulic length = 1635 ft Tc method = KIRPICH Time of conc. (Tc) = 9.21 min Total precip. = 3.51 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area B - Pre Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 2 Time (min) Hydrograph Report 30 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 3 Area C - Pre Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 20.310 ac Basin Slope = 1.6 % Tc method = KIRPICH Total precip. = 3.51 in Storm duration = 24 hrs Q (cfs) 10.00 Were . UX 4.00 r w Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area C - Pre Hyd. No. 3 -- 2 Year Monday, 11 / 15 / 2021 = 9.124 cfs = 724 min = 35,012 cuft = 58.1 = 1800 ft = 12.30 min = Type II = 484 Q (cfs) 10.00 N. We 4.00 r w 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) Hydrograph Report 31 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 4 Arae D - Pre Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 3.720 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.51 in Storm duration = 24 hrs Q (cfs) 10.00 Were . OX 4.00 r w Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Arae D - Pre Hyd. No. 4 -- 2 Year Monday, 11 / 15 / 2021 = 9.169 cfs = 718 min = 18,372 cuft = 77.2 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 10.00 N. We 4.00 r w 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) Hydrograph Report 32 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 5 Area E - Pre Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 0.590 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.51 in Storm duration = 24 hrs Q (cfs) 2.00 1.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area E - Pre Hyd. No. 5 -- 2 Year 120 240 360 480 600 720 840 960 Hyd No. 5 Monday, 11 / 15 / 2021 = 1.637 cfs = 718 min = 3,301 cuft = 80 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 33 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 7 Area A - Post Hydrograph type = SCS Runoff Peak discharge = 39.93 cfs Storm frequency = 2 yrs Time to peak = 758 min Time interval = 2 min Hyd. volume = 301,115 cuft Drainage area = 44.180 ac Curve number = 83 Basin Slope = 0.9 % Hydraulic length = 14285 ft Tc method = KIRPICH Time of conc. (Tc) = 74.12 min Total precip. = 3.51 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area A - Post Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 7 Time (min) 34 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 8 Area B - Post Hydrograph type = SCS Runoff Peak discharge = 0.256 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 685 cuft Drainage area = 0.480 ac Curve number = 57 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.51 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 Area B - Post Hyd. No. 8 -- 2 Year 1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 11 1 ��1 .1 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 Hydrograph Report 35 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 9 Area C - Post Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 16.060 ac Basin Slope = 2.0 % Tc method = KIRPICH Total precip. = 3.51 in Storm duration = 24 hrs Q (cfs) 8.00 M 4.00 I'm 0.00 0 120 240 — Hyd No. 9 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area C - Post Hyd. No. 9 -- 2 Year 360 480 600 720 840 Monday, 11 / 15 / 2021 = 7.525 cfs = 720 min = 25,101 cuft = 57.3 = 1495 ft = 9.79 min = Type II = 484 Q (cfs) 8.00 . �� 4.00 I'm 0.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 36 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 10 Arae D - Post Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 3.640 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.51 in Storm duration = 24 hrs Q (cfs) 10.00 Were . OX 4.00 r w Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Arae D - Post Hyd. No. 10 -- 2 Year Monday, 11 / 15 / 2021 = 8.263 cfs = 718 min = 16,527 cuft = 75.4 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 10.00 N. We 4.00 r w 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) Hydrograph Report 37 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 11 Area E - Post Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 0.590 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.51 in Storm duration = 24 hrs Q (cfs) 2.00 1.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area E - Post Hyd. No. 11 -- 2 Year 120 240 360 480 600 720 840 960 Hyd No. 11 Monday, 11 / 15 / 2021 = 1.637 cfs = 718 min = 3,301 cuft = 80 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 38 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 13 Onsite Area To SCM Al Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 8.810 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.51 in Storm duration = 24 hrs Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Monday, 11 / 15 / 2021 = 29.64 cfs = 716 min = 60,230 cuft = 84.8 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 30.00 Onsite Area To SCM Al Hyd. No. 13 -- 2 Year Q (cfs) 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 0 120 — Hyd No. 240 360 480 600 720 840 960 1080 13 0.00 1200 1320 1440 Time (min) 39 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 14 Offsite Area to SCM Al Hydrograph type = SCS Runoff Peak discharge = 0.573 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,146 cuft Drainage area = 0.270 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.51 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 Offsite Area to SCM Al Hyd. No. 14 -- 2 Year 1 1 1 .1 :1 .11 1 1 •.1 1PON Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 40 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 15 Total Area To SCM Al Hydrograph type = Combine Peak discharge = 30.19 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 61,376 cuft Inflow hyds. = 13, 14 Contrib. drain. area = 9.080 ac Total Area To SCM Al Hydrograph Report 41 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 16 Route SCM Al Hydrograph type = Reservoir Peak discharge = 7.280 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 58,711 cuft Inflow hyd. No. = 15 - Total Area To SCM Al Max. Elevation = 331.00 ft Reservoir name = SCM Al Max. Storage = 28,093 cuft Storage Indication method used Route SCM Al 1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 •1 .:1 :11 42 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 17 Onsite Area to SCM A2 Hydrograph type = SCS Runoff Peak discharge = 79.35 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 162,233 cuft Drainage area = 22.270 ac Curve number = 86.4 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.51 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 80.00 70.00 40.00 20.00 10.00 Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 0.00 1 1 10.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 — Hyd No. 17 Time (min) Hydrograph Report 43 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 18 Offsite Area to SCM A2 Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 0.310 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.51 in Storm duration = 24 hrs Q (cfs) 2.00 1.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Offsite Area to SCM A2 Hyd. No. 18 -- 2 Year Monday, 11 / 15 / 2021 = 1.155 cfs = 716 min = 2,375 cuft = 87.7 = 0 ft = 5.00 min = Type II = 484 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 18 Q (cfs) 2.00 1.00 0.00 1320 Time (min) 44 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 19 Total Area to SCM A2 Hydrograph type = Combine Peak discharge = 80.51 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 164,608 cuft Inflow hyds. = 17, 18 Contrib. drain. area = 22.580 ac Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 1 1 1 .1 :1 .11 1 1 •.1 1:1 11 1 Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 45 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 20 Route SCM A2 Hydrograph type = Reservoir Peak discharge = 3.380 cfs Storm frequency = 2 yrs Time to peak = 798 min Time interval = 2 min Hyd. volume = 154,348 cuft Inflow hyd. No. = 17 - Onsite Area to SCM A2 Max. Elevation = 310.15 ft Reservoir name = SCM A2 Max. Storage = 96,357 cuft Storage Indication method used. Route SCM A2 1 1 1 1 -■--------- 1 1 1 1 1 1 -■-------- 1 1 1 1 1 1 -■--------- 1 1 1 1 1 1 -■-------- 1 1 1 1 11 -■-------- 1 11 1 •11 11 :11 �11 111 •11 � 11 �:11 �11 •111 Hydrograph Report 46 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 21 Area A Bypassing SCMs Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 13.100 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.51 in Storm duration = 24 hrs Q (cfs) 10.00 Were . OX 4.00 r w Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area A Bypassing SCMs Hyd. No. 21 -- 2 Year Monday, 11 / 15 / 2021 = 8.434 cfs = 758 min = 66,260 cuft = 76.2 = 0 ft = 74.10 min = Type II = 484 Q (cfs) 10.00 N. We 4.00 r w 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 21 Time (min) Hydrograph Report 47 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 22 Offsite Area Directed to Pt A Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 1.780 ac Basin Slope = 2.8 % Tc method = KIRPICH Total precip. = 3.51 in Storm duration = 24 hrs Q (cfs) 5.00 4.00 3.00 1.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Offsite Area Directed to Pt A Hyd. No. 22 -- 2 Year Monday, 11 / 15 / 2021 = 4.494 cfs = 722 min = 12,605 cuft = 84.7 = 3245 ft = 15.51 min = Type II = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 22 Time (min) 48 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 23 Total Area A Managed Hydrograph type = Combine Peak discharge = 17.49 cfs Storm frequency = 2 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 291,924 cuft Inflow hyds. = 16, 20, 21, 22 Contrib. drain. area = 14.880 ac Total Area A Managed Q (cfs) Hyd. No. 23 -- 2 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 M 0.00 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 Hyd No. 23 Hyd No. 16 Hyd No. 20 Hyd No. 21 Time (min) Hyd No. 22 Hydrograph Summary Report 49 Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2021 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 37.36 2 758 281,898 ------ ------ ------ Area A - Pre 2 SCS Runoff 15.09 2 720 39,732 ------ ------ ------ Area B - Pre 3 SCS Runoff 33.63 2 722 94,859 ------ ------ ------ Area C - Pre 4 SCS Runoff 17.20 2 716 34,815 ------ ------ ------ Arae D - Pre 5 SCS Runoff 2.964 2 716 6,037 ------ ------ ------ Area E - Pre 7 SCS Runoff 70.87 2 758 530,942 ------ ------ ------ Area A - Post 8 SCS Runoff 0.925 2 718 1,919 ------ ------ ------ Area B - Post 9 SCS Runoff 28.62 2 720 69,624 ------ ------ ------ Area C - Post 10 SCS Runoff 15.88 2 716 32,085 ------ ------ ------ Arae D - Post 11 SCS Runoff 2.964 2 716 6,037 ------ ------ ------ Area E - Post 13 SCS Runoff 50.12 2 716 103,992 ------ ------ ------ Onsite Area To SCM Al 14 SCS Runoff 1.123 2 716 2,268 ------ ------ ------ Offsite Area to SCM Al 15 Combine 51.24 2 716 106,260 13, 14 ------ ------ Total Area To SCM Al 16 Reservoir 14.53 2 724 103,542 15 332.12 47,226 Route SCM Al 17 SCS Runoff 131.36 2 716 275,026 ------ ------ ------ Onsite Area to SCM A2 18 SCS Runoff 1.879 2 716 3,968 ------ ------ ------ Offsite Area to SCM A2 19 Combine 133.24 2 716 278,994 17, 18 ------ ------ Total Area to SCM A2 20 Reservoir 5.405 2 796 266,207 17 311.52 169,160 Route SCM A2 21 SCS Runoff 16.84 2 758 127,245 ------ ------ ------ Area A Bypassing SCMs 22 SCS Runoff 7.676 2 722 21,789 ------ ------ ------ Offsite Area Directed to Pt A 23 Combine 33.60 2 726 518,783 16, 20, 21, ------ ------ Total Area A Managed 22 20-111 Pre -Post Routing.gpw Return Period: 10 Year Monday, 11 / 15 / 2021 Hydrograph Report 50 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 1 Area A - Pre Hydrograph type = SCS Runoff Peak discharge = 37.36 cfs Storm frequency = 10 yrs Time to peak = 758 min Time interval = 2 min Hyd. volume = 281,898 cuft Drainage area = 28.450 ac Curve number = 76.8 Basin Slope = 0.9 % Hydraulic length = 14285 ft Tc method = KIRPICH Time of conc. (Tc) = 74.12 min Total precip. = 5.13 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area A - Pre Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) Hydrograph Report 51 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 2 Area B - Pre Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 2 min Drainage area = 11.880 ac Basin Slope = 2.8 % Tc method = KIRPICH Total precip. = 5.13 in Storm duration = 24 hrs Q (cfs) 18.00 15.00 12.00 M M 3.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area B - Pre Hyd. No. 2 -- 10 Year Monday, 11 / 15 / 2021 = 15.09 cfs = 720 min = 39,732 cuft = 53 = 1635 ft = 9.21 min = Type II = 484 Q (cfs) 18.00 15.00 12.00 M . �� 3.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 52 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 3 Area C - Pre Hydrograph type = SCS Runoff Peak discharge = 33.63 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 94,859 cuft Drainage area = 20.310 ac Curve number = 58.1 Basin Slope = 1.6 % Hydraulic length = 1800 ft Tc method = KIRPICH Time of conc. (Tc) = 12.30 min Total precip. = 5.13 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 35.00 25.00 20.00 15.00 10.00 5.00 Area C - Pre Hyd. No. 3 -- 10 Year Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 ' 1 1 1 1' ' ' ' ' ' ' " ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 3 Time (min) Hydrograph Report 53 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 4 Arae D - Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.720 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.13 in Distribution Storm duration = 24 hrs Shape factor Monday, 11 / 15 / 2021 = 17.20 cfs = 716 min = 34,815 cuft = 77.2 = 0 ft = 5.00 min = Type II = 484 Q (cfs) Arae D - Pre Hyd. No. 4 -- 10 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 0.00 0 120 Hyd No. 240 360 480 600 720 840 960 1080 4 3.00 0.00 1200 1320 1440 Time (min) Hydrograph Report 54 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 5 Area E - Pre Hydrograph type = SCS Runoff Peak discharge = 2.964 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 6,037 cuft Drainage area = 0.590 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.13 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area E - Pre Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 5 Time (min) Hydrograph Report 55 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 7 Area A - Post Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 2 min Drainage area = 44.180 ac Basin Slope = 0.9 % Tc method = KIRPICH Total precip. = 5.13 in Storm duration = 24 hrs Q (cfs) 80.00 70.00 40.00 20.00 10.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area A - Post Hyd. No. 7 -- 10 Year Monday, 11 / 15 / 2021 = 70.87 cfs = 758 min = 530,942 cuft = 83 = 14285 ft = 74.12 min = Type II = 484 Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 0.00 '1 1 1 ' ' ' ' ' ' ' 1'1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 7 Time (min) 56 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 8 Area B - Post Hydrograph type = SCS Runoff Peak discharge = 0.925 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,919 cuft Drainage area = 0.480 ac Curve number = 57 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.13 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 Area B - Post Hyd. No. 8 -- 10 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.10 0.00 == 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 57 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 9 Area C - Post Hydrograph type = SCS Runoff Peak discharge = 28.62 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 69,624 cuft Drainage area = 16.060 ac Curve number = 57.3 Basin Slope = 2.0 % Hydraulic length = 1495 ft Tc method = KIRPICH Time of conc. (Tc) = 9.79 min Total precip. = 5.13 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 Area C - Post Hyd. No. 9 -- 10 Year Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 0.00 1 1 1 1 1 . i i i i i i rk i 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 9 Time (min) Hydrograph Report 58 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 10 Arae D - Post Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 2 min Drainage area = 3.640 ac Basin Slope = 0.0 % Tc method = User Total precip. = 5.13 in Storm duration = 24 hrs Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Monday, 11 / 15 / 2021 = 15.88 cfs = 716 min = 32,085 cuft = 75.4 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 18.00 Arae D - Post Hyd. No. 10 -- 10 Year Q (cfs) 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 0.00 0 120 240 360 480 600 720 840 Hyd No. 10 960 1080 1200 3.00 - 0.00 1320 1440 1560 Time (min) Hydrograph Report 59 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 11 Area E - Post Hydrograph type = SCS Runoff Peak discharge = 2.964 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 6,037 cuft Drainage area = 0.590 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.13 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area E - Post Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 11 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 13 Onsite Area To SCM Al Hydrograph type = SCS Runoff Peak discharge = 50.12 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 103,992 cuft Drainage area = 8.810 ac Curve number = 84.8 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.13 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 60.00 40.00 20.00 10.00 Onsite Area To SCM Al Hyd. No. 13 -- 10 Year Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 ' 1 1 1 1 ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 — Hyd No. 13 Time (min) Hydrograph Report 61 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 14 Offsite Area to SCM Al Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 2 min Drainage area = 0.270 ac Basin Slope = 0.0 % Tc method = User Total precip. = 5.13 in Storm duration = 24 hrs Q (cfs) 2.00 1.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Offsite Area to SCM Al Hyd. No. 14 -- 10 Year 120 240 360 480 600 720 840 960 Hyd No. 14 Monday, 11 / 15 / 2021 = 1.123 cfs = 716 min = 2,268 cuft = 74 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) 62 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 15 Total Area To SCM Al Hydrograph type = Combine Peak discharge = 51.24 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 106,260 cuft Inflow hyds. = 13, 14 Contrib. drain. area = 9.080 ac Total Area To SCM Al Q (cfs) Hyd. No. 15 -- 10 Year Q (cfs) 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Time (min) — Hyd No. 15 Hyd No. 13 Hyd No. 14 Hydrograph Report 63 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 16 Route SCM Al Hydrograph type = Reservoir Peak discharge = 14.53 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 103,542 cuft Inflow hyd. No. = 15 - Total Area To SCM Al Max. Elevation = 332.12 ft Reservoir name = SCM Al Max. Storage = 47,226 cuft Storage Indication method used Q (cfs) 60.00 40.00 20.00 10.00 Route SCM Al Hyd. No. 16 -- 10 Year Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 ' 1 1 1-W ' ' " -I 10.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) — Hyd No. 16 Hyd No. 15 Total storage used = 47,226 cult 64 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 17 Onsite Area to SCM A2 Hydrograph type = SCS Runoff Peak discharge = 131.36 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 275,026 cuft Drainage area = 22.270 ac Curve number = 86.4 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.13 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 140.00 120.00 100.00 40.00 20.00 Onsite Area to SCM A2 Hyd. No. 17 -- 10 Year Q (cfs) 140.00 120.00 100.00 40.00 20.00 0.00 ' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 — Hyd No. 17 Time (min) Hydrograph Report 65 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 18 Offsite Area to SCM A2 Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 2 min Drainage area = 0.310 ac Basin Slope = 0.0 % Tc method = User Total precip. = 5.13 in Storm duration = 24 hrs Q (cfs) 2.00 1.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Offsite Area to SCM A2 Hyd. No. 18 -- 10 Year Monday, 11 / 15 / 2021 = 1.879 cfs = 716 min = 3,968 cuft = 87.7 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 ' 1 1 ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 18 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 19 Total Area to SCM A2 Hydrograph type = Combine Peak discharge = 133.24 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 278,994 cuft Inflow hyds. = 17, 18 Contrib. drain. area = 22.580 ac Q (cfs) 140.00 120.00 100.00 40.00 20.00 Total Area to SCM A2 Hyd. No. 19 -- 10 Year Q (cfs) 140.00 120.00 100.00 40.00 20.00 0.00 ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Time (min) — Hyd No. 19 Hyd No. 17 Hyd No. 18 67 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 20 Route SCM A2 Hydrograph type = Reservoir Peak discharge = 5.405 cfs Storm frequency = 10 yrs Time to peak = 796 min Time interval = 2 min Hyd. volume = 266,207 cuft Inflow hyd. No. = 17 - Onsite Area to SCM A2 Max. Elevation = 311.52 ft Reservoir name = SCM A2 Max. Storage = 169,160 cuft Storage Indication method used. Q (cfs) 140.00 120.00 100.00 40.00 20.00 0.00 0 600 — Hyd No. 20 Route SCM A2 Hyd. No. 20 -- 10 Year Q (cfs) 140.00 120.00 100.00 E:i1l<H= 40.00 20.00 0.00 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) Hyd No. 17 Total storage used = 169,160 cult Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 21 Area A Bypassing SCMs Hydrograph type = SCS Runoff Peak discharge = 16.84 cfs Storm frequency = 10 yrs Time to peak = 758 min Time interval = 2 min Hyd. volume = 127,245 cuft Drainage area = 13.100 ac Curve number = 76.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 74.10 min Total precip. = 5.13 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 18.00 15.00 12.00 •M .M 3.00 Area A Bypassing SCMs Hyd. No. 21 -- 10 Year Q (cfs) 18.00 15.00 12.00 m m 3.00 0.00 1 1 1 1 1' ' ' ' ' ' ' 1-1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 21 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 22 Offsite Area Directed to Pt A Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 2 min Drainage area = 1.780 ac Basin Slope = 2.8 % Tc method = KIRPICH Total precip. = 5.13 in Storm duration = 24 hrs Q (cfs) 8.00 .M 4.00 rM 0.00 0 120 240 — Hyd No. 22 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Offsite Area Directed to Pt A Hyd. No. 22 -- 10 Year 360 480 600 720 840 Monday, 11 / 15 / 2021 = 7.676 cfs = 722 min = 21,789 cuft = 84.7 = 3245 ft = 15.51 min = Type II = 484 Q (cfs) 8.00 m 4.00 2.00 ' ' 0.00 960 1080 1200 1320 1440 1560 Time (min) 70 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 23 Total Area A Managed Hydrograph type = Combine Peak discharge = 33.60 cfs Storm frequency = 10 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 518,783 cuft Inflow hyds. = 16, 20, 21, 22 Contrib. drain. area = 14.880 ac Total Area A Managed In see Hydrograph Summary Report 71 Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2021 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 58.86 2 758 440,941 ------ ------ ------ Area A - Pre 2 SCS Runoff 34.16 2 720 80,726 ------ ------ ------ Area B - Pre 3 SCS Runoff 67.06 2 722 178,233 ------ ------ ------ Area C - Pre 4 SCS Runoff 26.49 2 716 54,293 ------ ------ ------ Arae D - Pre 5 SCS Runoff 4.456 2 716 9,222 ------ ------ ------ Area E - Pre 7 SCS Runoff 105.46 2 756 794,174 ------ ------ ------ Area A - Post 8 SCS Runoff 1.826 2 718 3,660 ------ ------ ------ Area B - Post 9 SCS Runoff 57.22 2 720 132,256 ------ ------ ------ Area C - Post 10 SCS Runoff 24.88 2 716 50,731 ------ ------ ------ Arae D - Post 11 SCS Runoff 4.456 2 716 9,222 ------ ------ ------ Area E - Post 13 SCS Runoff 72.50 2 716 153,656 ------ ------ ------ Onsite Area To SCM Al 14 SCS Runoff 1.784 2 716 3,626 ------ ------ ------ Offsite Area to SCM Al 15 Combine 74.28 2 716 157,283 13, 14 ------ ------ Total Area To SCM Al 16 Reservoir 19.17 2 724 154,539 15 333.23 68,369 Route SCM Al 17 SCS Runoff 187.81 2 716 402,065 ------ ------ ------ Onsite Area to SCM A2 18 SCS Runoff 2.663 2 716 5,752 ------ ------ ------ Offsite Area to SCM A2 19 Combine 190.47 2 716 407,817 17, 18 ------ ------ Total Area to SCM A2 20 Reservoir 6.946 2 806 392,056 17 312.99 255,124 Route SCM A2 21 SCS Runoff 26.69 2 758 199,950 ------ ------ ------ Area A Bypassing SCMs 22 SCS Runoff 11.17 2 722 32,216 ------ ------ ------ Offsite Area Directed to Pt A 23 Combine 49.99 2 754 778,762 16, 20, 21, ------ ------ Total Area A Managed 22 20-111 Pre -Post Routing.gpw Return Period: 50 Year Monday, 11 / 15 / 2021 Hydrograph Report 72 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 1 Area A - Pre Hydrograph type = SCS Runoff Storm frequency = 50 yrs Time interval = 2 min Drainage area = 28.450 ac Basin Slope = 0.9 % Tc method = KIRPICH Total precip. = 6.89 in Storm duration = 24 hrs Q (cfs) 60.00 40.00 20.00 10.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area A - Pre Hyd. No. 1 -- 50 Year Monday, 11 / 15 / 2021 = 58.86 cfs = 758 min = 440,941 cuft = 76.8 = 14285 ft = 74.12 min = Type II = 484 Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 '1 1 1— ' ' ' ' ' ' ' �— i 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) 73 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 2 Area B - Pre Hydrograph type = SCS Runoff Peak discharge = 34.16 cfs Storm frequency = 50 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 80,726 cuft Drainage area = 11.880 ac Curve number = 53 Basin Slope = 2.8 % Hydraulic length = 1635 ft Tc method = KIRPICH Time of conc. (Tc) = 9.21 min Total precip. = 6.89 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 35.00 25.00 20.00 15.00 10.00 5.00 Area B - Pre Hyd. No. 2 -- 50 Year Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 '1 1 1 1 ' ' ' ' ' ' ' A i 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 2 Time (min) Hydrograph Report 74 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 3 Area C - Pre Hydrograph type = SCS Runoff Storm frequency = 50 yrs Time interval = 2 min Drainage area = 20.310 ac Basin Slope = 1.6 % Tc method = KIRPICH Total precip. = 6.89 in Storm duration = 24 hrs Q (cfs) 70.00 40.00 20.00 10.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area C - Pre Hyd. No. 3 -- 50 Year Monday, 11 / 15 / 2021 = 67.06 cfs = 722 min = 178,233 cuft = 58.1 = 1800 ft = 12.30 min = Type II = 484 Q (cfs) 70.00 50.00 40.00 30.00 20.00 10.00 0.00 '1 1 1 1 -.O� ' ' ' ' ' ' _� 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 3 Time (min) 75 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 4 Arae D - Pre Hydrograph type = SCS Runoff Peak discharge = 26.49 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 54,293 cuft Drainage area = 3.720 ac Curve number = 77.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.89 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 28.00 24.00 20.00 16.00 12.00 Arae D - Pre Hyd. No. 4 -- 50 Year Q (cfs) 28.00 24.00 20.00 16.00 12.00 4.00 0.00 ' —' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 — Hyd No. 4 Time (min) 76 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 5 Area E - Pre Hydrograph type = SCS Runoff Peak discharge = 4.456 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 9,222 cuft Drainage area = 0.590 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.89 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 5.00 4.00 3.00 1.00 0.00 0 120 240 — Hyd No. 5 Area E - Pre Hyd. No. 5 -- 50 Year 360 480 600 720 840 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 960 1080 1200 1320 Time (min) Hydrograph Report 77 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 7 Area A - Post Hydrograph type = SCS Runoff Storm frequency = 50 yrs Time interval = 2 min Drainage area = 44.180 ac Basin Slope = 0.9 % Tc method = KIRPICH Total precip. = 6.89 in Storm duration = 24 hrs Q (cfs) 120.00 100.00 40.00 20.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area A - Post Hyd. No. 7 -- 50 Year Monday, 11 / 15 / 2021 = 105.46 cfs = 756 min = 794,174 cuft = 83 = 14285 ft = 74.12 min = Type II = 484 Q (cfs) 120.00 100.00 40.00 20.00 0.00 1 I i i i i i i i -"*--1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 7 Time (min) Hydrograph Report 78 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 8 Area B - Post Hydrograph type = SCS Runoff Storm frequency = 50 yrs Time interval = 2 min Drainage area = 0.480 ac Basin Slope = 0.0 % Tc method = User Total precip. = 6.89 in Storm duration = 24 hrs Q (cfs) 2.00 1.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area B - Post Hyd. No. 8 -- 50 Year 120 240 360 480 600 720 840 960 Hyd No. 8 Monday, 11 / 15 / 2021 = 1.826 cfs = 718 min = 3,660 cuft = 57 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 79 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 9 Area C - Post Hydrograph type = SCS Runoff Storm frequency = 50 yrs Time interval = 2 min Drainage area = 16.060 ac Basin Slope = 2.0 % Tc method = KIRPICH Total precip. = 6.89 in Storm duration = 24 hrs Q (cfs) 60.00 40.00 20.00 10.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area C - Post Hyd. No. 9 -- 50 Year Monday, 11 / 15 / 2021 = 57.22 cfs = 720 min = 132,256 cuft = 57.3 = 1495 ft = 9.79 min = Type II = 484 Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 ' 1 1 1 1 ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 9 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 10 Arae D - Post Hydrograph type = SCS Runoff Peak discharge = 24.88 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 50,731 cuft Drainage area = 3.640 ac Curve number = 75.4 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.89 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 28.00 24.00 20.00 16.00 12.00 Arae D - Post Hyd. No. 10 -- 50 Year 0.00 1 ---J— ' 0 120 240 360 480 600 720 840 — Hyd No. 10 Q (cfs) 28.00 24.00 20.00 16.00 12.00 4.00 0.00 960 1080 1200 1320 1440 Time (min) 81 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 11 Area E - Post Hydrograph type = SCS Runoff Peak discharge = 4.456 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 9,222 cuft Drainage area = 0.590 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.89 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 5.00 4.00 3.00 R 11 1.00 0.00 0 120 240 — Hyd No. 11 Area E - Post Hyd. No. 11 -- 50 Year 360 480 600 720 840 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 960 1080 1200 1320 Time (min) 82 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 13 Onsite Area To SCM Al Hydrograph type = SCS Runoff Peak discharge = 72.50 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 153,656 cuft Drainage area = 8.810 ac Curve number = 84.8 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.89 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 80.00 70.00 40.00 20.00 10.00 Onsite Area To SCM Al Hyd. No. 13 -- 50 Year Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 0.00 ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 13 Time (min) Hydrograph Report 83 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 14 Offsite Area to SCM Al Hydrograph type = SCS Runoff Storm frequency = 50 yrs Time interval = 2 min Drainage area = 0.270 ac Basin Slope = 0.0 % Tc method = User Total precip. = 6.89 in Storm duration = 24 hrs Q (cfs) 2.00 1.00 120 240 Hyd No. 14 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Offsite Area to SCM Al Hyd. No. 14 -- 50 Year Monday, 11 / 15 / 2021 = 1.784 cfs = 716 min = 3,626 cuft = 74 = 0 ft = 5.00 min = Type II = 484 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 2.00 1.00 --1 0.00 1440 Time (min) 84 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 15 Total Area To SCM Al Hydrograph type = Combine Peak discharge = 74.28 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 157,283 cuft Inflow hyds. = 13, 14 Contrib. drain. area = 9.080 ac Total Area To SCM Al 85 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 16 Route SCM Al Hydrograph type = Reservoir Peak discharge = 19.17 cfs Storm frequency = 50 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 154,539 cuft Inflow hyd. No. = 15 - Total Area To SCM Al Max. Elevation = 333.23 ft Reservoir name = SCM Al Max. Storage = 68,369 cuft Storage Indication method used. Route SCM Al Hydrograph Report 86 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 17 Onsite Area to SCM A2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 50 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 22.270 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 6.89 in Distribution Storm duration = 24 hrs Shape factor Monday, 11 / 15 / 2021 = 187.81 cfs = 716 min = 402,065 cuft = 86.4 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 210.00 Onsite Area to SCM A2 Hyd. No. 17 -- 50 Year Q (cfs) 210.00 180.00 180.00 150.00 150.00 120.00 120.00 90.00 90.00 60.00 60.00 30.00 30.00 0.00 0 120 — Hyd No. 0.00 240 360 480 600 720 840 960 1080 1200 17 Time (min) 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 18 Offsite Area to SCM A2 Hydrograph type = SCS Runoff Peak discharge = 2.663 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 5,752 cuft Drainage area = 0.310 ac Curve number = 87.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.89 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 3.00 rM 1.00 e 120 240 Hyd No. 18 Offsite Area to SCM A2 Hyd. No. 18 -- 50 Year 360 480 600 720 840 960 Q (cfs) 3.00 2.00 1.00 0.00 1080 1200 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 19 Total Area to SCM A2 Hydrograph type = Combine Peak discharge = 190.47 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 407,817 cuft Inflow hyds. = 17, 18 Contrib. drain. area = 22.580 ac Total Area to SCM A2 Q (cfs) Hyd. No. 19 -- 50 Year Q (cfs) 210.00 210.00 180.00 180.00 150.00 150.00 120.00 120.00 90.00 90.00 60.00 60.00 30.00 30.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Time (min) — Hyd No. 19 — Hyd No. 17 Hyd No. 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 20 Route SCM A2 Hydrograph type = Reservoir Peak discharge = 6.946 cfs Storm frequency = 50 yrs Time to peak = 806 min Time interval = 2 min Hyd. volume = 392,056 cuft Inflow hyd. No. = 17 - Onsite Area to SCM A2 Max. Elevation = 312.99 ft Reservoir name = SCM A2 Max. Storage = 255,124 cuft Storage Indication method used. Q (cfs) 210.00 180.00 150.00 120.00 0.00 0 600 — Hyd No. 20 Route SCM A2 Hyd. No. 20 -- 50 Year Q (cfs) 210.00 180.00 150.00 120.00 30.00 0.00 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) Hyd No. 17 Total storage used = 255,124 cult Hydrograph Report 9 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 21 Area A Bypassing SCMs Hydrograph type = SCS Runoff Storm frequency = 50 yrs Time interval = 2 min Drainage area = 13.100 ac Basin Slope = 0.0 % Tc method = User Total precip. = 6.89 in Storm duration = 24 hrs Q (cfs) 28.00 24.00 20.00 16.00 12.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area A Bypassing SCMs Hyd. No. 21 -- 50 Year Monday, 11 / 15 / 2021 = 26.69 cfs = 758 min = 199,950 cuft = 76.2 = 0 ft = 74.10 min = Type II = 484 Q (cfs) 28.00 24.00 20.00 16.00 12.00 4.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 21 Time (min) Hydrograph Report 91 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 22 Offsite Area Directed to Pt A Hydrograph type = SCS Runoff Storm frequency = 50 yrs Time interval = 2 min Drainage area = 1.780 ac Basin Slope = 2.8 % Tc method = KIRPICH Total precip. = 6.89 in Storm duration = 24 hrs Q (cfs) 12.00 10.00 :1M .M 4.00 rM Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Offsite Area Directed to Pt A Hyd. No. 22 -- 50 Year Monday, 11 / 15 / 2021 = 11.17 cfs = 722 min = 32,216 cuft = 84.7 = 3245 ft = 15.51 min = Type II = 484 Q (cfs) 12.00 10.00 m m 4.00 2.00 I I _ - I I I I I - 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 22 Time (min) 92 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 23 Total Area A Managed Hydrograph type = Combine Peak discharge = 49.99 cfs Storm frequency = 50 yrs Time to peak = 754 min Time interval = 2 min Hyd. volume = 778,762 cuft Inflow hyds. = 16, 20, 21, 22 Contrib. drain. area = 14.880 ac Total Area A Managed Q (cfs) Hyd. No. 23 -- 50 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 .Al 20.00 20.00 10.00 10.00 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 — Hyd No. 23 Hyd No. 16 Hyd No. 20 Hyd No. 21 Time (min) Hyd No. 22 Hydrograph Summary Report 93 Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2021 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 68.87 2 758 515,969 ------ ------ ------ Area A - Pre 2 SCS Runoff 43.90 2 720 102,103 ------ ------ ------ Area B - Pre 3 SCS Runoff 83.73 2 722 220,491 ------ ------ ------ Area C - Pre 4 SCS Runoff 30.78 2 716 63,471 ------ ------ ------ Arae D - Pre 5 SCS Runoff 5.137 2 716 10,712 ------ ------ ------ Area E - Pre 7 SCS Runoff 121.32 2 756 916,399 ------ ------ ------ Area A - Post 8 SCS Runoff 2.274 2 718 4,547 ------ ------ ------ Area B - Post 9 SCS Runoff 71.48 2 720 164,133 ------ ------ ------ Area C - Post 10 SCS Runoff 29.05 2 716 59,563 ------ ------ ------ Arae D - Post 11 SCS Runoff 5.137 2 716 10,712 ------ ------ ------ Area E - Post 13 SCS Runoff 82.63 2 716 176,627 ------ ------ ------ Onsite Area To SCM Al 14 SCS Runoff 2.092 2 716 4,272 ------ ------ ------ Offsite Area to SCM Al 15 Combine 84.72 2 716 180,899 13, 14 ------ ------ Total Area To SCM Al 16 Reservoir 20.76 2 724 178,146 15 333.68 77,597 Route SCM Al 17 SCS Runoff 213.32 2 716 460,635 ------ ------ ------ Onsite Area to SCM A2 18 SCS Runoff 3.016 2 716 6,573 ------ ------ ------ Offsite Area to SCM A2 19 Combine 216.34 2 716 467,207 17, 18 ------ ------ Total Area to SCM A2 20 Reservoir 16.03 2 750 450,420 17 313.30 275,175 Route SCM A2 21 SCS Runoff 31.28 2 758 234,307 ------ ------ ------ Area A Bypassing SCMs 22 SCS Runoff 12.75 2 722 37,040 ------ ------ ------ Offsite Area Directed to Pt A 23 Combine 65.54 2 754 899,913 16, 20, 21, ------ ------ Total Area A Managed 22 20-111 Pre -Post Routing.gpw Return Period: 100 Year Monday, 11 / 15 / 2021 Hydrograph Report 94 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 1 Area A - Pre Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 28.450 ac Basin Slope = 0.9 % Tc method = KIRPICH Total precip. = 7.69 in Storm duration = 24 hrs Q (cfs) 70.00 40.00 20.00 10.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area A - Pre Hyd. No. 1 -- 100 Year Monday, 11 / 15 / 2021 = 68.87 cfs = 758 min = 515,969 cuft = 76.8 = 14285 ft = 74.12 min = Type II = 484 Q (cfs) 70.00 50.00 40.00 30.00 20.00 10.00 0.00 ' ' ' ' ' ' ' ' "'*--1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) Hydrograph Report 95 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 2 Area B - Pre Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 11.880 ac Basin Slope = 2.8 % Tc method = KIRPICH Total precip. = 7.69 in Storm duration = 24 hrs Q (cfs) 50.00 40.00 20.00 10.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area B - Pre Hyd. No. 2 -- 100 Year Monday, 11 / 15 / 2021 = 43.90 cfs = 720 min = 102,103 cuft = 53 = 1635 ft = 9.21 min = Type II = 484 Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 1 1 1 1� ' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 3 Area C - Pre Hydrograph type = SCS Runoff Peak discharge = 83.73 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 220,491 cuft Drainage area = 20.310 ac Curve number = 58.1 Basin Slope = 1.6 % Hydraulic length = 1800 ft Tc method = KIRPICH Time of conc. (Tc) = 12.30 min Total precip. = 7.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 Area C - Pre Hyd. No. 3 -- 100 Year 1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 •1 Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 97 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 4 Arae D - Pre Hydrograph type = SCS Runoff Peak discharge = 30.78 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 63,471 cuft Drainage area = 3.720 ac Curve number = 77.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 35.00 c 1 It It 25.00 20.00 15.00 10.00 5.00 Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 — Hyd No. 4 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 5 Area E - Pre Hydrograph type = SCS Runoff Peak discharge = 5.137 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 10,712 cuft Drainage area = 0.590 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 6.00 5.00 4.00 3.00 rM 1.00 Area E - Pre Hyd. No. 5 -- 100 Year Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 — Hyd No. 5 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 7 Area A - Post Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 44.180 ac Basin Slope = 0.9 % Tc method = KIRPICH Total precip. = 7.69 in Storm duration = 24 hrs Q (cfs) 140.00 120.00 100.00 40.00 20.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area A - Post Hyd. No. 7 -- 100 Year Monday, 11 / 15 / 2021 = 121.32 cfs = 756 min = 916,399 cuft = 83 = 14285 ft = 74.12 min = Type II = 484 Q (cfs) 140.00 120.00 100.00 40.00 20.00 0.00 ' ' ' ' ' ' ' ' ' -"�--1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 7 Time (min) Hydrograph Report 100 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 8 Area B - Post Hydrograph type = SCS Runoff Peak discharge = 2.274 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 4,547 cuft Drainage area = 0.480 ac Curve number = 57 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area B - Post Q (cfs) Hyd. No. 8 -- 100 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 8 Time (min) Hydrograph Report 101 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 9 Area C - Post Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 16.060 ac Basin Slope = 2.0 % Tc method = KIRPICH Total precip. = 7.69 in Storm duration = 24 hrs Q (cfs) 80.00 70.00 40.00 20.00 10.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Area C - Post Hyd. No. 9 -- 100 Year Monday, 11 / 15 / 2021 = 71.48 cfs = 720 min = 164,133 cuft = 57.3 = 1495 ft = 9.79 min = Type II = 484 Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 0.00 ' 1 1 11� ' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 9 Time (min) 102 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 10 Arae D - Post Hydrograph type = SCS Runoff Peak discharge = 29.05 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 59,563 cuft Drainage area = 3.640 ac Curve number = 75.4 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 Arae D - Post Hyd. No. 10 -- 100 Year Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 0.00 ' —'— ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 — Hyd No. 10 Time (min) 103 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 11 Area E - Post Hydrograph type = SCS Runoff Peak discharge = 5.137 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 10,712 cuft Drainage area = 0.590 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 6.00 5.00 4.00 3.00 rM 1.00 Area E - Post Hyd. No. 11 -- 100 Year Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 — Hyd No. 11 Time (min) 104 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 13 Onsite Area To SCM Al Hydrograph type = SCS Runoff Peak discharge = 82.63 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 176,627 cuft Drainage area = 8.810 ac Curve number = 84.8 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Onsite Area To SCM Al Q (cfs) Hyd. No. 13 -- 100 Year Q (cfs) 90.00 1 1 1 1 1 1 90.00 ;ilxlil C�W:1111I11 F10W1Ti�i[lloill :'llilll C�miellIsl ![OW@=.======.=====[Il1lll K 0X110>C====== milloIll `DlOM�� imtellIsl 0.00 ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 13 Time (min) Hydrograph Report 105 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 14 Offsite Area to SCM Al Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 0.270 ac Basin Slope = 0.0 % Tc method = User Total precip. = 7.69 in Storm duration = 24 hrs Q (cfs) 3.00 r M 1.00 e 120 240 Hyd No. 14 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Offsite Area to SCM Al Hyd. No. 14 -- 100 Year Monday, 11 / 15 / 2021 = 2.092 cfs = 716 min = 4,272 cuft = 74 = 0 ft = 5.00 min = Type II = 484 360 480 600 720 840 960 1080 1200 Q (cfs) 3.00 2.00 1.00 0.00 1320 Time (min) 106 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 15 Total Area To SCM Al Hydrograph type = Combine Peak discharge = 84.72 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 180,899 cuft Inflow hyds. = 13, 14 Contrib. drain. area = 9.080 ac Total Area To SCM Al 107 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 16 Route SCM Al Hydrograph type = Reservoir Peak discharge = 20.76 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 178,146 cuft Inflow hyd. No. = 15 - Total Area To SCM Al Max. Elevation = 333.68 ft Reservoir name = SCM Al Max. Storage = 77,597 cuft Storage Indication method used. Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 Route SCM Al Hyd. No. 16 -- 100 Year Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 see 1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 11 1 ��1 .1 108 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 17 Onsite Area to SCM A2 Hydrograph type = SCS Runoff Peak discharge = 213.32 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 460,635 cuft Drainage area = 22.270 ac Curve number = 86.4 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 240.00 210.00 180.00 150.00 120.00 Onsite Area to SCM A2 Hyd. No. 17 -- 100 Year Q (cfs) 240.00 210.00 180.00 150.00 120.00 30.00 0.00 ' 1 1 ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 17 Time (min) Hydrograph Report 109 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 18 Offsite Area to SCM A2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.310 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 7.69 in Distribution Storm duration = 24 hrs Shape factor Monday, 11 / 15 / 2021 = 3.016 cfs = 716 min = 6,573 cuft = 87.7 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 4.00 Offsite Area to SCM A2 Hyd. No. 18 -- 100 Year Q (cfs) 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0 120 — Hyd No. 0.00 240 360 480 600 720 840 960 1080 1200 18 Time (min) 110 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 19 Total Area to SCM A2 Hydrograph type = Combine Peak discharge = 216.34 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 467,207 cuft Inflow hyds. = 17, 18 Contrib. drain. area = 22.580 ac Total Area to SCM A2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 20 Route SCM A2 Hydrograph type = Reservoir Peak discharge = 16.03 cfs Storm frequency = 100 yrs Time to peak = 750 min Time interval = 2 min Hyd. volume = 450,420 cuft Inflow hyd. No. = 17 - Onsite Area to SCM A2 Max. Elevation = 313.30 ft Reservoir name = SCM A2 Max. Storage = 275,175 cuft Storage Indication method used. Q (cfs) Route SCM A2 Hyd. No. 20 -- 100 Year Q (cfs) 0 480 — Hyd No. 20 960 1440 1920 2400 2880 3360 3840 4320 Time (min) Hyd No. 17 Total storage used = 275,175 cult Hydrograph Report 112 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hyd. No. 21 Area A Bypassing SCMs Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 13.100 ac Basin Slope = 0.0 % Tc method = User Total precip. = 7.69 in Storm duration = 24 hrs Q (cfs) 35.00 c 1 It It 25.00 20.00 15.00 10.00 5.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Monday, 11 / 15 / 2021 = 31.28 cfs = 758 min = 234,307 cuft = 76.2 = 0 ft = 74.10 min = Type II = 484 Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 110.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 21 Time (min) 113 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 22 Offsite Area Directed to Pt A Hydrograph type = SCS Runoff Peak discharge = 12.75 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 37,040 cuft Drainage area = 1.780 ac Curve number = 84.7 Basin Slope = 2.8 % Hydraulic length = 3245 ft Tc method = KIRPICH Time of conc. (Tc) = 15.51 min Total precip. = 7.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Offsite Area Directed to Pt A Q (cfs) Hyd. No. 22 -- 100 Year Q (cfs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 22 Time (min) 114 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 11 / 15 / 2021 Hyd. No. 23 Total Area A Managed Hydrograph type = Combine Peak discharge = 65.54 cfs Storm frequency = 100 yrs Time to peak = 754 min Time interval = 2 min Hyd. volume = 899,913 cuft Inflow hyds. = 16, 20, 21, 22 Contrib. drain. area = 14.880 ac Total Area A Managed Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Jul 23 2021 CULVERT Invert Elev Dn (ft) = 356.90 Calculations Pipe Length (ft) = 106.00 Qmin (cfs) = 0.00 Slope (%) = 0.66 Qmax (cfs) = 7.24 Invert Elev Up (ft) = 357.60 Tailwater Elev (ft) = Normal Rise (in) = 24.0 Shape = Circular Highlighted Span (in) = 24.0 Qtotal (cfs) = 7.24 No. Barrels = 1 Qpipe (cfs) = 7.24 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 5.78 Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 4.89 Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 357.74 HGL Up (ft) = 358.55 Embankment Hw Elev (ft) = 358.94 Top Elevation (ft) = 365.50 Hw/D (ft) = 0.67 Top Width (ft) = 30.00 Flow Regime = Inlet Control Crest Width (ft) = 0.00 El-(ft) 366.00 364.00 362.00 360.00 358.00 356.00 354.00 0 CULVERT 1c 20 30 40 50 60 70 80 • Circular Culvert HGL Embank H. 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CD I- CD E 4 CD 0) V) LO co f- 9 0 Imo-C? 06tD C) I- m CIL II to m O N co to (D rl- (D o o cli m d LO a d z z rPROJECT ' ' 0�ffljjjF� DATE 7/23/2021 NAME PROJECT NO ua Varina Middle School 20-111 BY Fuquay Varina, INC CLH CHECKED BY Riprap Apron Outlet Protection FES No.= SCM Al Pipe Dia= 24 in Q10 = 14.62 cfs Qfull = 37.70 cfs Vfull = 12.00 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Riprap Apron Outlet Protection FES No.= SCM A2 Pipe Dia= 30 in Q10 = 4.18 cfs Qfull = 118.20 cfs Vfull = 24.00 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Zone D50 D MAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Q10/Qfull = V/Vfull = V= Q10/Qfull = V/Vfull = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 0.39 0.93 11.1 fps 3 10 in 17 in 1 24 in 16 ft 6 ft 0.04 0.42 10.2 fps 14 in 23 in 2 36 in 25 ft 8 ft / X / Riprap Apron Outlet Protection FES No.= CULVERT Pipe Dia= 24 in Q10 = 7.24 cfs Qfull = 61.50 cfs Vfull = 19.60 fps From Fig. 8.06.b.1: Zone From Fig. 8.06.b.2 Q10/Qfull = 0.12 V/Vfull = 0.67 V = 13.2 fps 6 D50 = 14 in DMAX = 23 in Riprap Class = 2 Apron Thickness = 36 in Apron Length = 20 ft Apron Width = 3xDia = 6 ft Riprap Apron Outlet Protection FES No.= BY-PASS Pipe Dia= 24 in Q10 = 28.91 cfs Qfull = 51.97 cfs Vfull = 16.97 fps From Fig. 8.06.b.1: Zone From Fig. 8.06.b.2 Q10/Qfull = 0.56 V/Vfull = 1.02 V = 17.4 fps 3 D50 = 10 in DMAX = 15 in Riprap Class = 1 Apron Thickness = 22.5 in Apron Length = 16 ft Apron Width = 3xDia = 6 ft DATE DESIGN PHASE PRELIM CONSTR / X / DATE PROJECT NAME PROJECT NO M-15 Fuguay Varina Middle School PROJECT NO REVISION RECORD LOCATION BY Fuquay Varina, INC CLH OTHER (SPECIFY) CHECKED BY Riprap Apron Outlet Protection (to Flat Ground) FES No.= FES A5 Q10/Qfull = 0.56 Pipe Dia= 30 in V/Vfull = 1.02 Q10 = 25.17 cfs V = 9.7 fps Qfull = 45.18 cfs Vfull = 9.45 fps Outlet Conditions: Flat area, no defined channel From Fig. 8.06.a: D50 = 8 in DMAX = 12 in 3 o Riprap Class = B Apron Thickness = 18 in Outlet W = Do + La Apron Length (L) = 18 ft diameter (Do) Width (W 1) = 3xDia = 8 ft La —'' Width (W2) = Dia + L = 21 ft T ilwater < 0.50o Riprap Apron Outlet Protection (to Flat Ground) FES No.= FES B5 Q10/Qfull = 0.49 Pipe Dia= 36 in V/Vfull = 1.02 Q10 = 69.62 cfs V = 20.5 fps Qfull = 142.76 cfs Vfull = 20.06 fps Outlet Conditions: Flat area, no defined channel From Fig. 8.06.a: D50 = 20 in DMAX = 30 in 3 o Riprap Class = B Apron Thickness = 45 in Outlet W = Do + La Apron Length (L) = 20 ft diameter (Do) Width (W 1) = 3xDia = 9 ft La —'' Width (W2) = Dia + L = 23 ft T ilwater � 0.5Do O8tM MANUAL F000AY-\//-�R!NA north corofino OPERATIONS & MAINTENANCE MANUAL STORMWATER CONTROL STRUCTURE CONSTRUCTED WETLANDS Owner(s): Wake County Board of Education Address: I I I Corning Road, Suite 190 Phone Number: 919-588-3594 Site/Subdivision Plan # Location: 1201 Bowling Road, Fuquay-Varina, NC 27526 Prepared by: CLH Design P.A. Receiving Water Course: Kenneth Creek Date: Date Constructed: OPERATIONS AND MAINTENANCE MANUAL PROJECT NAME: Fuquay-Varina Middle School M-15 Constructed Wetlands This manual establishes procedures for maintenance and operation of the Wetland SCM Al in accordance with the Town of Fuquay-Varina's Land Development Ordinance as set forth in Section 9-1405(e) MAINTENANCE. Contractor: (List below) Impoundment & Dam Spillway MAINTENANCE OF CONSTRUCTED WETLAND AREAS Vegetation —The drainage areas have a ground cover of wetland plantings outside of the ponding area, which if properly maintained will prevent erosion of the embankment and provide an easy surface for inspection. The grass will be most difficult to obtain in the area subject to water level fluctuation, and has been planted above the inundated areas. Wetland plants are located within all water level fluctuation areas. Check vegetation conditions within the constructed wetland area and replace if necessary any damaged plant materials Re -Seeding —Periodic re -seeding may be required to establish grass on areas where seed did not take or have been destroyed. Before seeding, fertilizer (12-12-12) should be applied at a minimum rate of 12 to 15 pounds per 1,000 SF. The seed should be evenly sown at a rate of three pounds per 1,000 SF. The seed should be covered with soil to the depth of approximately 1/4". Immediately following the planting, the area should be mulched with straw. Mowing —Grass mowing, brush cutting and removal of weed vegetation will be necessary for the proper maintenance of the areas. All area slopes and vegetation should be mowed when the grass exceeds 8" in height. Acceptable methods include the use of weed whips or power brush cutters and mowers. Erosion —Erosion occurs when the water concentrates causing failure of the vegetation or when vegetation dies and sets up the environment for rill erosion and eventually gullies from the stormwater runoff The areas should be inspected. Proper care of vegetative areas that develop erosion is required to prevent more serious damage to the site. Rills and gullies should be filled with suitable soil compacted and then seeded. Methods described earlier on vegetation should be used to properly establish the grass surface. Where eroded areas are detected, the cause of the erosion should be addressed to prevent a continued maintenance problem. Frequently, problems result from the concentration of runoff to one point of the constructed wetland area instead of a uniform distribution of runoff This can be corrected by reshaping, to more evenly distribute the runoff to areas not experiencing erosion problems. Rodent Control —Generally in this urban environment, rodents are not a problem. Rodents such as groundhogs, muskrats and moles are attracted to moist, wet areas and can be quite dangerous to structural integrity and proper performance of the earthwork and drainage. Groundhogs and muskrats thrive on burrowing into the manmade earthwork, which become pathways for seepage. In the event that burrows are detected within the constructed wetland area, the rodents should be dealt with by removal. Trash and Debris —Trash acts as a barrier to stormwater infiltration and attracts unwanted pests. The constructed wetland area should be kept clear of debris such as loose bottles, cans, food containers and other forms of rubbish. The area should be cleared of debris as needed, but no less than twice a year. MAINTENANCE OF SPILLWAYS AND CONTROL STRUCTURE Inspection of Conduits —Conduits should be inspected thoroughly once a year. Conduits should be visually inspected at the joints. Pipes should be inspected for proper alignment (sagging), elongation and displacement at joints, cracks, leaks, surface wear, loss of protective coating, corrosion and blocking. Problems with conduits most often occur at joints and special attention should be given to them during inspection. Joints should be checked for gaps caused by elongation or settlement and loss of joint filler material. Open joints can permit erosion of the earthwork and possibly the piping of soil material through the joints. A depression in the soil surface over the pipe may be signs that soil is being removed from around the pipe. OPERATION Drainpipes —Drainpipes should always be operable so that the water can be drawn down in the event of severe rain or for repairs or maintenance. Record Keeping —Operation of constructed wetland area should include recording of the following: Annual Inspection ReportsA collection of written inspection reports should be kept on record in Section IV of this manual. Inspection should be conducted annually. Copies should be provided to the Town of Cary Stormwater Management Section of the Engineering Department. 2 Observations —All observations should be recorded. Where periodic inspections are performed following significant rainfall, these inspections should be logged into the Periodic Inspection, Operations and Maintenance Form in Section IV of this manual. Maintenance —Written records of maintenance and/or repairs should be recorded on the Periodic Inspection, Operation and Maintenance Form in Section IV of this manual. Other Operational Procedures —The owner should maintain a complete and up-to-date set of plans (as -built drawings) and all changes made to the constructed wetland area over time should be recorded on the as-builts. Sedimentation and Dredging —Sedimentation from on -site and off -site soils will eventually result in the clogging of drainage conduits and will have to be removed. The frequency of this sediment removal can be reduced by ensuring that the site areas around the building be stabilized with a vegetative ground cover such that it restrains erosion. This would include a periodic application of fertilizer and/or other treatment necessary to promote a stable ground cover and minimize sedimentation to the pond. The removed material should be hauled offsite to a suitable landfill site or mounded somewhere on site and stabilized with a ground cover sufficient to restrain erosion. Example Maintenance Schedule for constructed wetland Areas Description I Method lFrequency I Time of year SOIL Inspect and repair erosion Visual Monthly All year PLANTS Removal and replacement of See planting Twice a year As directed by all dead and diseased specifications landscaper vegetation considered beyond treatment Removal of cattails and other By hand or As needed As needed invasive species through hand application of herbicide Watering of plant material By hand Daily Immediately after shall take place at the end of completion of project each day for fourteen consecutive days and after planting is completed POND AREA Sediment in forebay has Visual Annual During inspection accumulated Algae Cover Visual Annual Summer months Permanent Pool Elevation returns to normal < 5-days after large storm IV. INSPECTION, OPERATION AND MAINTENANCE CHECKLISTS WETLAND INSPECTION CHECKLIST Date Time Constructed Wetland Pond Fuquay-Vaina, NC INSPECTORS SPILLWAYS • DRAINS • OUTLETS ACTION CHECK/CIRCLE CONDITION NOTED OBSERVATIONS R E P A I R S M O N I T O R I N V E S T I G A T I V E Principal Spillway Type: trash rack/debris cracks/deteri oration improper alignment cracks/deteri oration joint deterioration seepage/piping Undercutting Erosion Debris Lake Drain/Other Outlets Type: Gate/valves Operability RECORDED DATE TIME RAIN POOL WEATHER GENERAL BY LEVEL CONDITIONS OBSERVATIONS OR COMMENTS DATE I MAINTENANCE PERFORMED DATE I EQUIPEMENT OPERATED COMMENTS CORDED C COMMENTS RECORDED BY WETLAND INSPECTION CHECKLIST Date Time Constructed Wetland Pond Fuquay-Varina, NC INSPECTORS EMBANKMENT • POOL ACTION CHECK/CIRCLE CONDITION NOTED OBSERVATIONS R E P A I R S M O N I T O R I V E S T I G A T I V E U/S SLOPE vegetation beaching/slides/cracks undermining/erosion rodent burrows CREST ruts/erosion cracks/settlement poor alignment D/S SLOPE vegetation/erosion rodent burrows slough/slides/cracks seepage/wetness POOL erosion/ground cover sedimentation water quality ABUTMENT vegetation/erosion slough/slides/cracks seepage/wetness GENERAL COMMENTS, SKETCHES & FIELD MEASUREMENTS F000AY-\//-�R!NA north corofino OPERATIONS & MAINTENANCE MANUAL STORMWATER CONTROL STRUCTURE CONSTRUCTED WETLANDS Owner(s): Wake County Board of Education Address: I I I Corning Road, Suite 190 Phone Number: 919-588-3594 Site/Subdivision Plan # Location: 1201 Bowling Road, Fuquay-Varina, NC 27526 Prepared by: CLH Design P.A. Receiving Water Course: Kenneth Creek Date: Date Constructed: OPERATIONS AND MAINTENANCE MANUAL PROJECT NAME: Fuquay-Varina Middle School M-15 Constructed Wetlands This manual establishes procedures for maintenance and operation of the Wetland SCM A2 in accordance with the Town of Fuquay-Varina's Land Development Ordinance as set forth in Section 9-1405(e) MAINTENANCE. Contractor: (List below) Impoundment & Dam Spillway MAINTENANCE OF CONSTRUCTED WETLAND AREAS Vegetation —The drainage areas have a ground cover of wetland plantings outside of the ponding area, which if properly maintained will prevent erosion of the embankment and provide an easy surface for inspection. The grass will be most difficult to obtain in the area subject to water level fluctuation, and has been planted above the inundated areas. Wetland plants are located within all water level fluctuation areas. Check vegetation conditions within the constructed wetland area and replace if necessary any damaged plant materials Re -Seeding —Periodic re -seeding may be required to establish grass on areas where seed did not take or have been destroyed. Before seeding, fertilizer (12-12-12) should be applied at a minimum rate of 12 to 15 pounds per 1,000 SF. The seed should be evenly sown at a rate of three pounds per 1,000 SF. The seed should be covered with soil to the depth of approximately 1/4". Immediately following the planting, the area should be mulched with straw. Mowing —Grass mowing, brush cutting and removal of weed vegetation will be necessary for the proper maintenance of the areas. All area slopes and vegetation should be mowed when the grass exceeds 8" in height. Acceptable methods include the use of weed whips or power brush cutters and mowers. Erosion —Erosion occurs when the water concentrates causing failure of the vegetation or when vegetation dies and sets up the environment for rill erosion and eventually gullies from the stormwater runoff The areas should be inspected. Proper care of vegetative areas that develop erosion is required to prevent more serious damage to the site. Rills and gullies should be filled with suitable soil compacted and then seeded. Methods described earlier on vegetation should be used to properly establish the grass surface. Where eroded areas are detected, the cause of the erosion should be addressed to prevent a continued maintenance problem. Frequently, problems result from the concentration of runoff to one point of the constructed wetland area instead of a uniform distribution of runoff This can be corrected by reshaping, to more evenly distribute the runoff to areas not experiencing erosion problems. Rodent Control —Generally in this urban environment, rodents are not a problem. Rodents such as groundhogs, muskrats and moles are attracted to moist, wet areas and can be quite dangerous to structural integrity and proper performance of the earthwork and drainage. Groundhogs and muskrats thrive on burrowing into the manmade earthwork, which become pathways for seepage. In the event that burrows are detected within the constructed wetland area, the rodents should be dealt with by removal. Trash and Debris —Trash acts as a barrier to stormwater infiltration and attracts unwanted pests. The constructed wetland area should be kept clear of debris such as loose bottles, cans, food containers and other forms of rubbish. The area should be cleared of debris as needed, but no less than twice a year. MAINTENANCE OF SPILLWAYS AND CONTROL STRUCTURE Inspection of Conduits —Conduits should be inspected thoroughly once a year. Conduits should be visually inspected at the joints. Pipes should be inspected for proper alignment (sagging), elongation and displacement at joints, cracks, leaks, surface wear, loss of protective coating, corrosion and blocking. Problems with conduits most often occur at joints and special attention should be given to them during inspection. Joints should be checked for gaps caused by elongation or settlement and loss of joint filler material. Open joints can permit erosion of the earthwork and possibly the piping of soil material through the joints. A depression in the soil surface over the pipe may be signs that soil is being removed from around the pipe. OPERATION Drainpipes —Drainpipes should always be operable so that the water can be drawn down in the event of severe rain or for repairs or maintenance. Record Keeping —Operation of constructed wetland area should include recording of the following: Annual Inspection ReportsA collection of written inspection reports should be kept on record in Section IV of this manual. Inspection should be conducted annually. Copies should be provided to the Town of Cary Stormwater Management Section of the Engineering Department. 2 Observations —All observations should be recorded. Where periodic inspections are performed following significant rainfall, these inspections should be logged into the Periodic Inspection, Operations and Maintenance Form in Section IV of this manual. Maintenance —Written records of maintenance and/or repairs should be recorded on the Periodic Inspection, Operation and Maintenance Form in Section IV of this manual. Other Operational Procedures —The owner should maintain a complete and up-to-date set of plans (as -built drawings) and all changes made to the constructed wetland area over time should be recorded on the as-builts. Sedimentation and Dredging —Sedimentation from on -site and off -site soils will eventually result in the clogging of drainage conduits and will have to be removed. The frequency of this sediment removal can be reduced by ensuring that the site areas around the building be stabilized with a vegetative ground cover such that it restrains erosion. This would include a periodic application of fertilizer and/or other treatment necessary to promote a stable ground cover and minimize sedimentation to the pond. The removed material should be hauled offsite to a suitable landfill site or mounded somewhere on site and stabilized with a ground cover sufficient to restrain erosion. Example Maintenance Schedule for constructed wetland Areas Description I Method lFrequency I Time of year SOIL Inspect and repair erosion Visual Monthly All year PLANTS Removal and replacement of See planting Twice a year As directed by all dead and diseased specifications landscaper vegetation considered beyond treatment Removal of cattails and other By hand or As needed As needed invasive species through hand application of herbicide Watering of plant material By hand Daily Immediately after shall take place at the end of completion of project each day for fourteen consecutive days and after planting is completed POND AREA Sediment in forebay has Visual Annual During inspection accumulated Algae Cover Visual Annual Summer months Permanent Pool Elevation returns to normal < 5-days after large storm IV. INSPECTION, OPERATION AND MAINTENANCE CHECKLISTS WETLAND INSPECTION CHECKLIST Date Time Constructed Wetland Pond Fuquay-Vaina, NC INSPECTORS SPILLWAYS • DRAINS • OUTLETS ACTION CHECK/CIRCLE CONDITION NOTED OBSERVATIONS R E P A I R S M O N I T O R I N V E S T I G A T I V E Principal Spillway Type: trash rack/debris cracks/deteri oration improper alignment cracks/deteri oration joint deterioration seepage/piping Undercutting Erosion Debris Lake Drain/Other Outlets Type: Gate/valves Operability RECORDED DATE TIME RAIN POOL WEATHER GENERAL BY LEVEL CONDITIONS OBSERVATIONS OR COMMENTS DATE I MAINTENANCE PERFORMED DATE I EQUIPEMENT OPERATED COMMENTS CORDED C COMMENTS RECORDED BY WETLAND INSPECTION CHECKLIST Date Time Constructed Wetland Pond Fuquay-Varina, NC INSPECTORS EMBANKMENT • POOL ACTION CHECK/CIRCLE CONDITION NOTED OBSERVATIONS R E P A I R S M O N I T O R I V E S T I G A T I V E U/S SLOPE vegetation beaching/slides/cracks undermining/erosion rodent burrows CREST ruts/erosion cracks/settlement poor alignment D/S SLOPE vegetation/erosion rodent burrows slough/slides/cracks seepage/wetness POOL erosion/ground cover sedimentation water quality ABUTMENT vegetation/erosion slough/slides/cracks seepage/wetness GENERAL COMMENTS, SKETCHES & FIELD MEASUREMENTS