Pratt Industries - 20181105 - Pratt Corrugating Civil Calculations

Pratt Industries
PROJECT NO.:2018028200CL BY:ETS
DATE:10/18/2018 T.M.:ETS
REVISED:-P.M.:WGB
CURVE NUMBER:

Predeveloped CN Basin #1
Cover Type Area (SF)%CN Wtd. CN
Existing Open Space (B soils)283048 0.30 61 18.20
Existing Impervious Area 665793 0.70 98 68.77
Total 948841 86.96
Composite CN 86.96 Use CN =87
Postdeveloped CN Basin Bypass
Cover Type Area (SF)%CN Wtd. CN
Impervious Area 593013 0.74 98 72.46
Open Space (B soils)209044 0.26 61 15.90
Total 802057 1.00 88.36
Composite CN 88.36 Use CN =89
PRE/POST DEVELOPMENT CURVE NUMBERS

Pratt Industries
PROJECT NO.:2018028200CL BY:ETS
DATE:10/18/2018 T.M.:ETS
REVISED:-P.M.:WGB
BMP 1
Drainage Area 3.37 acres
Impervious Areas
Total Impervious=125196
Percent Impervious=85.18%
IMPERVIOUS CALCULATIONS
Impervious Calculations for Basins
Pratt Industries
PROJECT NO.:18028200CL BY:ETS
DATE:10/18/18 T.M.:ETS
REVISED:-P.M.:WGB
WATER QUALITY REQUIREMENTS
To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best
Management Practices" published by NCDENR will be used. This guide gives the
required pond surface area and storage volume to meet an 85% pollutant removal
efficiency. Also, the pond must detain the first 1" of rainfall and release this volume
over a period of 2 to 5 days. Calculations for these requirements are as follows:
%PERMANENT POOL DEPTH
Surface area requirements Impervious 3 4 5 6 7 8
Drainage area to pond (Da)= 3.37 Ac 10 0.51 0.43 0.37 0.3 0.27 0.25
Post-development impervious percentage = 85%20 0.84 0.69 0.61 0.51 0.44 0.4
Average pool depth = 3.5 ft 30 1.17 0.81 0.84 0.72 0.61 0.56
Designed permanent pool elevation = 973.5 40 1.51 1.22 1.09 0.91 0.78 0.71
50 1.79 1.47 1.31 1.13 0.95 0.87
60 2.09 1.73 1.49 1.31 1.12 1.03
Interpolation to find required SA/DA ratio for non whole number 70 2.51 2.04 1.8 1.56 1.34 1.17
Amberley Subdivision 80 2.92 2.36 2.07 1.82 1.62 1.4
Depth volume 90 3.25 2.64 2.31 2.04 1.84 1.59
3 3.09
3.5 2.80
4 2.51
From table I.1 in the BMP guidelines the required Surface Area to Drainage Area
Ratio (SA/DA) for a permanent pool depth = 2.80
Required surface area = SA/DA / 100 x Drainage area=0.09 Ac 4112.436
Surface area of pond as designed at permanent pool elevation = 0.1896 Ac
Water Quality Requirements
Using the runoff volume calculations in the "Simple Method" :
Rv = 0.05 + 0.9 (I)
Rv=0.816616 in/in
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da =
or 0.23 ac-ft
This volume must be released over a period of 2-5 days 10002 ft^3
As designed pond areas:
Elevation Forebay Forebay FB Volume FB Volume Pond Pond Pond Volume Pond Volume
Storage Volumes (msl)(sf)(ac)(cu-ft)(ac-ft)(sf)(ac)(cu-ft)(ac-ft)
Cumulative 968 0.0000 0 0.0000 1795 0.0412 0 0
Elevation Area(ac)Volume(ac-ft)969 0 0.0000 0 0.0000 2172 0.0499 1979 0.0454
973.5 0.137764 0.00 970 335 0.0077 112 0.0026 2580 0.0592 4349 0.0998
974 0.161685 0.07 971 555 0.0127 552 0.0127 3021 0.0694 7144 0.1640
975 0.189624 0.25 972 801 0.0184 1225 0.0281 3492 0.0802 10394 0.2386
976 0.215289 0.45 973 1072 0.0246 2157 0.0495 3991 0.0916 14129 0.3244
977 0.242149 0.68 973.5 1217 0.0279 2729 0.0626 4784 0.1098 16318 0.3746
978 0.270432 0.94 974 0.0000 2931 0.0673 7043 0.1617 19254 0.4420
975 0.0000 2931 0.0673 8260 0.1896 26889 0.6173
Forbay Volume (CF)2729 976 9378 0.2153 35694 0.8194
Total Volume (CF)16318 977 10548 0.2421 45641 1.0478
Forebay % of Pond 16.72%978 11780 0.2704 56788 1.3037
Interpolation to find elevation at which required storage volume is reached
Storage Storage Storage
Elev volume area (ac.)area (sf.)
974 0.07 0.16 7043
Elev 0.23 0.19 8118
975 0.25 0.19 8260
Elev=974.88
Storage elevation = 1.38 feet above permanent pool elevation
Assume 2 day minimum
Determination of Orifice size for 2-5 day drawdown
a=2A x sqrt(h)*Falling head equation
Ct(sqrt(2g))
a=Area of orifice a sqft
t=Time to drawdown 172800 sec
A=Average pond surface area 8189 sf (2 day drawdown)
g=Gravity constant 32.2 ft/s^2
h=Change in head 1.38 ft
C=Orifice constant 0.6
Maximum orifice area =0.02 sqft
Maximum orifice size =2.06 inches
Selected orifice size =2.00 inches
WATER QUALITY BASIN CALCULATIONS - WETPOND
Permanent Pond Storage Volume
Pratt Industries
PROJECT NO.18028200CL BY:ETS
DATE:10/18/18 T.M:ETS
REVISED:-P.M.:WGB FLOATATION CALCULATIONS - 2
CONSTRAINTS:
Weight of Concrete 150 lbs/ft^3
Weight of Water 62.4 lbs/ft^4
Safety Factor (S.F.)1.2
Height of structure 3.75 ft
Structure thickness 6 in
Outlet box width (interior)6 ft
Weight of outlet structure(Ws)
Ws = (width + thickness x 4) x thickness x height x weight of concrete =7313 lbs
Weight of water displaced
Amberley Subdivision
Ww = ((width + 2 x thickness)^2) x Weight of water x height = 11466 lbs
Size Base
Wb = ( S.F. x Ww) - Ws =6447 lbs
Footing size
Required concrete = Wb / (Weight of concrete-weight of water) =74 cuft
*Assume base is 6" wider than exterior box width and minimum thickness is 8".
Thickness of base =1.31 ft
Length =8.00 ft
Width =8.00 ft
Thickness =1.31 ft
Pratt Industries
PROJECT NO.:18028200CL BY:ETS
DATE:10/18/18 T.M:ETS
REVISED:-P.M.:WGB
ANTI-SEEP COLLARS
BASIN 2
30 in
17 ft
2
Anti-Seep Collar Sizes
Length:3.20 ft
Width:3.20 ft
Note: Anti-seep collars are centered on pipe

PRELIMINARY CALCULATIONS
Pipe Diameter
Length of Covered Pipe
Number of Collars
Pratt Industries
PROJECT NO.:18028200CL BY:ETS
DATE:10/18/18 T.M:ETS
REVISED:-P.M.:WGB
Amberley Subdivision
FES #Do (Pipe ø)Tw Tw<0.5ø Q V d50 La Apron width Apron width Max Stone Apron
(ft)(ft)(cfs)(ft/s)(ft)(ft)at pipe (ft)at outlet (ft)ø (ft)Thickness(ft)
FES-BMP 2.5 0 OKAY 13.37 5 0.5 15 7.5 18 0.75 1.13
Design of outlet protection from a round pipe flowing full, minimum tailwater condition Tw<0.5 diameter
RIPRAP APRON DESIGN (NCDENR METHOD)
Pratt Industries
PROJECT NO.:2018028200CL BY:ETS
DATE:10/18/18 T.M.:WGB
REVISED:-P.M.:WGB
FES #Do(Pipe ø)Tw Tw≥0.5ø Q V d50 La Apron width Apron width Max Stone Apron
(ft)(ft)(cfs)(ft/s)(ft)(ft)at pipe (ft)at outlet (ft)ø (ft)Thickness(ft)
FES-1 2.5 2.5 OKAY 18.97 6.07 0.25 10 7.5 7 0.38 0.56
RIPRAP APRON DESIGN (NCDENR METHOD)
Design of outlet protection from a round pipe flowing full, maximum tailwater condition Tw≥0.5 diameter
Pratt Industries
PROJECT NO.:2018028200CL BY:ETS
DATE:10/18/18 T.M:ETS
REVISED:-P.M.:WGB
SKIMMER SEDIMENT BASIN PH1
EROSION CONTROL PHASE 1
DRAINAGE AREAS/REQ'D STORAGE DESIGN CRITERIA
Total drainage area (TDA)6.50 ac Proposed sediment depth 2 ft
Disturbed area(DA)6.50 ac Bottom elevation of basin 974 msl
Required sediment storage(1800xTDA)11700 cf Depth of flow over spillway 1 ft
BASIN CONFIGURATION PLANNED BASIN SIZE
Bottom elevation 974 msl (REFER TO EROSION CONTROL PLAN)
Sediment Storage elevation 976 msl Elev.Area (SF)Cumulative Volume (CF)
Spillway crest 976 msl 974 7195 0
Top of Berm 978 msl 975 8254 7725
976 9378 16541
ESTIMATED BASIN SIZE (RECTANGULAR)977 10540 26500
Length(ft)Width(ft)978 11769 37654
Bottom 105 51
Top 121 67
BASIN EFFICIENCY
Sediment storage provided:16541 OKAY
Sediment storage required:11700 cf
Surface area/Flow comparison:9378 OKAY
SPILLWAY DESIGN
DESIGN FLOW (Q=CIA)SPILLWAY DESIGN
Bare soil coefficient 'C' =0.6 Spillway design: (L=Q/(C*h^1.5));C=3.0
Paved runoff coefficient=0.95
Percent of TDA paved 0
Composite 'C'=0.60
Area 'A' =6.5 ac h=1.00
10 yr. storm rainfall intensity, 'I' =6.91 in/hr Spillway length @ flow depth 10
Computed flow from site, 'Q' =27 cfs
SURFACE AREA/FLOW COMPARISON:
Formula:A=325*Q I 6.91 10 year storm
A:Minimum Surface Area (acres) measured Q(design):27 CFS
at the crest of the principal spillway A(Required):8775 sf of surface area at sed stor elev
Q:Peak inflow rate of 10 year storm in cfs A(Provided)9378 OKAY
SKIMMER ORIFICE DIAMETER:
Cubic Feet per day NCDENR Head on Orifice Chart
Formula:Qd=V/td = (ft^3/day)
NCDENR optimal dewatering time is 3 days
td = desired detwatering time in days = 3 days
Qd:3900 ft^3/day
Orifice Diameter
Select Skimmer Size:3 in.
Head on Orifice (Use Chart):0.25 ft.
Formula:
D: 1.84 in.
Actual Orifice Daimeter:1.75 in.OKAY
SEDIMENT BASIN CALCULATIONS
Pratt Industries
PROJECT NO.:2018028200CL BY:ETS
DATE:10/18/18 T.M:ETS
REVISED:-P.M.:WGB
SKIMMER SEDIMENT BASIN PH2
EROSION CONTROL PHASE 2
DRAINAGE AREAS/REQ'D STORAGE DESIGN CRITERIA
Total drainage area (TDA)3.37 ac Proposed sediment depth 2 ft
Disturbed area(DA)3.37 ac Bottom elevation of basin 974 msl
Required sediment storage(1800xTDA)6073.512 cf Depth of flow over spillway 1 ft
BASIN CONFIGURATION PLANNED BASIN SIZE
Bottom elevation 974 msl (REFER TO EROSION CONTROL PLAN)
Sediment Storage elevation 976 msl Elev.Area (SF)Cumulative Volume (CF)
Spillway crest 976 msl 974 7195 0
Top of Berm 978 msl 975 8254 7725
976 9378 16541
ESTIMATED BASIN SIZE (RECTANGULAR)977 10540 26500
Length(ft)Width(ft)978 11769 37654
Bottom 74 35
Top 90 51
BASIN EFFICIENCY
Sediment storage provided:16541 OKAY
Sediment storage required:6073.5124 cf
Surface area/Flow comparison:9378 OKAY
SPILLWAY DESIGN
DESIGN FLOW (Q=CIA)SPILLWAY DESIGN
Bare soil coefficient 'C' =0.6 Spillway design: (L=Q/(C*h^1.5));C=3.0
Paved runoff coefficient=0.95
Percent of TDA paved 0
Composite 'C'=0.60
Area 'A' =3.3741736 ac h=1.00
10 yr. storm rainfall intensity, 'I' =6.91 in/hr Spillway length @ flow depth 10
Computed flow from site, 'Q' =14 cfs
SURFACE AREA/FLOW COMPARISON:
Formula:A=325*Q I 6.91 10 year storm
A:Minimum Surface Area (acres) measured Q(design):14 CFS
at the crest of the principal spillway A(Required):4550 sf of surface area at sed stor elev
Q:Peak inflow rate of 10 year storm in cfs A(Provided)9378 OKAY
SKIMMER ORIFICE DIAMETER:
Cubic Feet per day NCDENR Head on Orifice Chart
Formula:Qd=V/td = (ft^3/day)
NCDENR optimal dewatering time is 3 days
td = desired detwatering time in days = 3 days
Qd:2024.504132 ft^3/day
Orifice Diameter
Select Skimmer Size:3 in.
Head on Orifice (Use Chart):0.25 ft.
Formula:
D: 1.32 in.
Actual Orifice Daimeter:1.75 in.OKAY
SEDIMENT BASIN CALCULATIONS
Trapezoidal Channel Computation SheetPROJECT:Pratt AdditionLOCATION: Statesville, NCDitch No.Contributing Area (Acres)Runoff Coefficient (c)Rainfall Intensity (in/hr)Length (ft)Depth (ft)Bottom Width (ft)Top Width (ft)Side Slopes (xH:1V)Mannings No. (n)Full Capacity (cfs)Design Flow (cfs)Design Flow Depth (ft)Design Flow Velocity (fps) Slope of Ditch (ft/ft)Shear Stress (psf)Check Dam Spacing (ft)Channel Lining TypeAcceptableAc Co Ri L d be n Qf QdS TTDD #1.1 3.47 0.60 6.91 469.0 1.50 2.508.5020.03334.53 14.39 0.97 3.320.0100.61 150 Straw with Net*Manning's values area based on channel lining and design flow depth as shown in NC DENR Table 8.05e.**Shear Stress is NA if design velocity is less than 2 fps and temporary seeding is used as a liner. Per NC DENR linings are not required if velocity is less than 2 fps.
1S
Basin 1 Post Dev.
3S
Pre Dev.
4S
Bypass
2P
Pond
5L
Post Development
Routing Diagram for Basin
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HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Basin
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Area Listing (all nodes)
Area
(acres)
CN Description
(subcatchment-numbers)
3.390 93 (1S)
21.780 87 (3S)
18.390 89 (4S)
43.560 88 TOTAL AREA
Basin
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Soil Listing (all nodes)
Area
(acres)
Soil
Group
Subcatchment
Numbers
0.000 HSG A
0.000 HSG B
0.000 HSG C
0.000 HSG D
43.560 Other 1S, 3S, 4S
43.560 TOTAL AREA
Basin
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Ground Covers (all nodes)
HSG-A
(acres)
HSG-B
(acres)
HSG-C
(acres)
HSG-D
(acres)
Other
(acres)
Total
(acres)
Ground
Cover
Subcatchment
Numbers
0.000 0.000 0.000 0.000 43.560 43.560 1S, 3S, 4S
0.000 0.000 0.000 0.000 43.560 43.560 TOTAL
AREA
Basin
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Pipe Listing (all nodes)
Line# Node
Number
In-Invert
(feet)
Out-Invert
(feet)
Length
(feet)
Slope
(ft/ft)
n Diam/Width
(inches)
Height
(inches)
Inside-Fill
(inches)
1 2P 973.50 973.41 17.0 0.0053 0.011 30.0 0.0 0.0
Type II 24-hr 1-inch Rainfall=1.00"Basin
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Time span=0.10-99.00 hrs, dt=0.05 hrs, 1979 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=3.390 ac 0.00% Impervious Runoff Depth=0.45"Subcatchment 1S: Basin 1 Post Dev.
Tc=5.0 min CN=93 Runoff=2.75 cfs 0.127 af
Runoff Area=21.780 ac 0.00% Impervious Runoff Depth=0.22"Subcatchment 3S: Pre Dev.
Tc=5.0 min CN=87 Runoff=8.20 cfs 0.406 af
Runoff Area=18.390 ac 0.00% Impervious Runoff Depth=0.28"Subcatchment 4S: Bypass
Tc=5.0 min CN=89 Runoff=9.19 cfs 0.437 af
Peak Elev=974.01' Storage=3,310 cf Inflow=2.75 cfs 0.127 afPond 2P: Pond
Primary=0.07 cfs 0.127 af Secondary=0.00 cfs 0.000 af Outflow=0.07 cfs 0.127 af
Inflow=9.24 cfs 0.564 afLink 5L: Post Development
Primary=9.24 cfs 0.564 af
Total Runoff Area = 43.560 ac Runoff Volume = 0.970 af Average Runoff Depth = 0.27"
100.00% Pervious = 43.560 ac 0.00% Impervious = 0.000 ac
Type II 24-hr 1-inch Rainfall=1.00"Basin
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Summary for Subcatchment 1S: Basin 1 Post Dev.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 2.75 cfs @ 11.96 hrs, Volume= 0.127 af, Depth= 0.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-inch Rainfall=1.00"
Area (ac) CN Description
* 3.390 93
3.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Basin 1 Post Dev.
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)3
2
1
0
Type II 24-hr
1-inch Rainfall=1.00"
Runoff Area=3.390 ac
Runoff Volume=0.127 af
Runoff Depth=0.45"
Tc=5.0 min
CN=93
2.75 cfs
Type II 24-hr 1-inch Rainfall=1.00"Basin
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Summary for Subcatchment 3S: Pre Dev.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 8.20 cfs @ 11.97 hrs, Volume= 0.406 af, Depth= 0.22"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-inch Rainfall=1.00"
Area (ac) CN Description
* 21.780 87
21.780 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pre Dev.
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)9
8
7
6
5
4
3
2
1
0
Type II 24-hr
1-inch Rainfall=1.00"
Runoff Area=21.780 ac
Runoff Volume=0.406 af
Runoff Depth=0.22"
Tc=5.0 min
CN=87
8.20 cfs
Type II 24-hr 1-inch Rainfall=1.00"Basin
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Summary for Subcatchment 4S: Bypass
[49] Hint: Tc<2dt may require smaller dt
Runoff = 9.19 cfs @ 11.97 hrs, Volume= 0.437 af, Depth= 0.28"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-inch Rainfall=1.00"
Area (ac) CN Description
* 18.390 89
18.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Bypass
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
1-inch Rainfall=1.00"
Runoff Area=18.390 ac
Runoff Volume=0.437 af
Runoff Depth=0.28"
Tc=5.0 min
CN=89
9.19 cfs
Type II 24-hr 1-inch Rainfall=1.00"Basin
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Summary for Pond 2P: Pond
Inflow Area = 3.390 ac, 0.00% Impervious, Inflow Depth = 0.45" for 1-inch event
Inflow = 2.75 cfs @ 11.96 hrs, Volume= 0.127 af
Outflow = 0.07 cfs @ 15.10 hrs, Volume= 0.127 af, Atten= 97%, Lag= 188.3 min
Primary = 0.07 cfs @ 15.10 hrs, Volume= 0.127 af
Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Peak Elev= 974.01' @ 15.10 hrs Surf.Area= 7,051 sf Storage= 3,310 cf
Plug-Flow detention time= 589.0 min calculated for 0.127 af (100% of inflow)
Center-of-Mass det. time= 590.4 min ( 1,427.1 - 836.7 )
Volume Invert Avail.Storage Storage Description
#1 973.50' 40,859 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
973.50 6,001 0 0
974.00 7,043 3,261 3,261
975.00 8,260 7,652 10,913
976.00 9,378 8,819 19,732
977.00 10,548 9,963 29,695
978.00 11,780 11,164 40,859
Device Routing Invert Outlet Devices
#1 Primary 973.50'30.0" Round RCP_Round 30"
L= 17.0' Box, 0° wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 973.50' / 973.41' S= 0.0053 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 4.91 sf
#2 Device 1 973.50'2.0" Horiz. WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 974.88'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 0.77
Width (feet) 3.50 3.50
#4 Device 1 975.65'48.0" x 48.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
#5 Secondary 976.29'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.07 cfs @ 15.10 hrs HW=974.01' (Free Discharge)
1=RCP_Round 30" (Passes 0.07 cfs of 1.21 cfs potential flow)
2=WQ Orifice (Orifice Controls 0.07 cfs @ 3.43 fps)
3=Custom Weir/Orifice ( Controls 0.00 cfs)
4=Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=973.50' (Free Discharge)
5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 1-inch Rainfall=1.00"Basin
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Pond 2P: Pond
Inflow
Outflow
Primary
Secondary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)3
2
1
0
Inflow Area=3.390 ac
Peak Elev=974.01'
Storage=3,310 cf
2.75 cfs
0.07 cfs0.07 cfs
0.00 cfs
Type II 24-hr 1-inch Rainfall=1.00"Basin
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Summary for Link 5L: Post Development
Inflow Area = 21.780 ac, 0.00% Impervious, Inflow Depth = 0.31" for 1-inch event
Inflow = 9.24 cfs @ 11.97 hrs, Volume= 0.564 af
Primary = 9.24 cfs @ 11.97 hrs, Volume= 0.564 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Link 5L: Post Development
Inflow
Primary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)10
9
8
7
6
5
4
3
2
1
0
Inflow Area=21.780 ac
9.24 cfs9.24 cfs
Type II 24-hr 1-Year Rainfall=2.87"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 13HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Time span=0.10-99.00 hrs, dt=0.05 hrs, 1979 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=3.390 ac 0.00% Impervious Runoff Depth=2.13"Subcatchment 1S: Basin 1 Post Dev.
Tc=5.0 min CN=93 Runoff=12.30 cfs 0.602 af
Runoff Area=21.780 ac 0.00% Impervious Runoff Depth=1.63"Subcatchment 3S: Pre Dev.
Tc=5.0 min CN=87 Runoff=63.17 cfs 2.951 af
Runoff Area=18.390 ac 0.00% Impervious Runoff Depth=1.78"Subcatchment 4S: Bypass
Tc=5.0 min CN=89 Runoff=57.87 cfs 2.732 af
Peak Elev=975.28' Storage=13,268 cf Inflow=12.30 cfs 0.602 afPond 2P: Pond
Primary=3.04 cfs 0.602 af Secondary=0.00 cfs 0.000 af Outflow=3.04 cfs 0.602 af
Inflow=58.14 cfs 3.334 afLink 5L: Post Development
Primary=58.14 cfs 3.334 af
Total Runoff Area = 43.560 ac Runoff Volume = 6.285 af Average Runoff Depth = 1.73"
100.00% Pervious = 43.560 ac 0.00% Impervious = 0.000 ac
Type II 24-hr 1-Year Rainfall=2.87"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 14HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Basin 1 Post Dev.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 12.30 cfs @ 11.95 hrs, Volume= 0.602 af, Depth= 2.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.87"
Area (ac) CN Description
* 3.390 93
3.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Basin 1 Post Dev.
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
1-Year Rainfall=2.87"
Runoff Area=3.390 ac
Runoff Volume=0.602 af
Runoff Depth=2.13"
Tc=5.0 min
CN=93
12.30 cfs
Type II 24-hr 1-Year Rainfall=2.87"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 15HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Pre Dev.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 63.17 cfs @ 11.96 hrs, Volume= 2.951 af, Depth= 1.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.87"
Area (ac) CN Description
* 21.780 87
21.780 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pre Dev.
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr
1-Year Rainfall=2.87"
Runoff Area=21.780 ac
Runoff Volume=2.951 af
Runoff Depth=1.63"
Tc=5.0 min
CN=87
63.17 cfs
Type II 24-hr 1-Year Rainfall=2.87"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 16HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 4S: Bypass
[49] Hint: Tc<2dt may require smaller dt
Runoff = 57.87 cfs @ 11.96 hrs, Volume= 2.732 af, Depth= 1.78"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.87"
Area (ac) CN Description
* 18.390 89
18.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Bypass
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)60
55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr
1-Year Rainfall=2.87"
Runoff Area=18.390 ac
Runoff Volume=2.732 af
Runoff Depth=1.78"
Tc=5.0 min
CN=89
57.87 cfs
Type II 24-hr 1-Year Rainfall=2.87"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 17HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 2P: Pond
Inflow Area = 3.390 ac, 0.00% Impervious, Inflow Depth = 2.13" for 1-Year event
Inflow = 12.30 cfs @ 11.95 hrs, Volume= 0.602 af
Outflow = 3.04 cfs @ 12.11 hrs, Volume= 0.602 af, Atten= 75%, Lag= 9.3 min
Primary = 3.04 cfs @ 12.11 hrs, Volume= 0.602 af
Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Peak Elev= 975.28' @ 12.11 hrs Surf.Area= 8,573 sf Storage= 13,268 cf
Plug-Flow detention time= 631.0 min calculated for 0.602 af (100% of inflow)
Center-of-Mass det. time= 630.8 min ( 1,423.2 - 792.4 )
Volume Invert Avail.Storage Storage Description
#1 973.50' 40,859 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
973.50 6,001 0 0
974.00 7,043 3,261 3,261
975.00 8,260 7,652 10,913
976.00 9,378 8,819 19,732
977.00 10,548 9,963 29,695
978.00 11,780 11,164 40,859
Device Routing Invert Outlet Devices
#1 Primary 973.50'30.0" Round RCP_Round 30"
L= 17.0' Box, 0° wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 973.50' / 973.41' S= 0.0053 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 4.91 sf
#2 Device 1 973.50'2.0" Horiz. WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 974.88'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 0.77
Width (feet) 3.50 3.50
#4 Device 1 975.65'48.0" x 48.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
#5 Secondary 976.29'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=3.01 cfs @ 12.11 hrs HW=975.28' (Free Discharge)
1=RCP_Round 30" (Passes 3.01 cfs of 11.62 cfs potential flow)
2=WQ Orifice (Orifice Controls 0.14 cfs @ 6.42 fps)
3=Custom Weir/Orifice (Weir Controls 2.87 cfs @ 2.06 fps)
4=Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=973.50' (Free Discharge)
5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 1-Year Rainfall=2.87"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 18HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Pond 2P: Pond
Inflow
Outflow
Primary
Secondary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=3.390 ac
Peak Elev=975.28'
Storage=13,268 cf
12.30 cfs
3.04 cfs3.04 cfs
0.00 cfs
Type II 24-hr 1-Year Rainfall=2.87"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 19HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Link 5L: Post Development
Inflow Area = 21.780 ac, 0.00% Impervious, Inflow Depth = 1.84" for 1-Year event
Inflow = 58.14 cfs @ 11.96 hrs, Volume= 3.334 af
Primary = 58.14 cfs @ 11.96 hrs, Volume= 3.334 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Link 5L: Post Development
Inflow
Primary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=21.780 ac
58.14 cfs58.14 cfs
Type II 24-hr 2-Year Rainfall=3.49"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 20HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Time span=0.10-99.00 hrs, dt=0.05 hrs, 1979 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=3.390 ac 0.00% Impervious Runoff Depth=2.73"Subcatchment 1S: Basin 1 Post Dev.
Tc=5.0 min CN=93 Runoff=15.49 cfs 0.770 af
Runoff Area=21.780 ac 0.00% Impervious Runoff Depth=2.17"Subcatchment 3S: Pre Dev.
Tc=5.0 min CN=87 Runoff=83.53 cfs 3.945 af
Runoff Area=18.390 ac 0.00% Impervious Runoff Depth=2.35"Subcatchment 4S: Bypass
Tc=5.0 min CN=89 Runoff=75.24 cfs 3.598 af
Peak Elev=975.56' Storage=15,711 cf Inflow=15.49 cfs 0.770 afPond 2P: Pond
Primary=6.57 cfs 0.770 af Secondary=0.00 cfs 0.000 af Outflow=6.57 cfs 0.770 af
Inflow=78.38 cfs 4.368 afLink 5L: Post Development
Primary=78.38 cfs 4.368 af
Total Runoff Area = 43.560 ac Runoff Volume = 8.313 af Average Runoff Depth = 2.29"
100.00% Pervious = 43.560 ac 0.00% Impervious = 0.000 ac
Type II 24-hr 2-Year Rainfall=3.49"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 21HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Basin 1 Post Dev.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 15.49 cfs @ 11.95 hrs, Volume= 0.770 af, Depth= 2.73"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.49"
Area (ac) CN Description
* 3.390 93
3.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Basin 1 Post Dev.
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
2-Year Rainfall=3.49"
Runoff Area=3.390 ac
Runoff Volume=0.770 af
Runoff Depth=2.73"
Tc=5.0 min
CN=93
15.49 cfs
Type II 24-hr 2-Year Rainfall=3.49"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 22HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Pre Dev.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 83.53 cfs @ 11.96 hrs, Volume= 3.945 af, Depth= 2.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.49"
Area (ac) CN Description
* 21.780 87
21.780 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pre Dev.
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr
2-Year Rainfall=3.49"
Runoff Area=21.780 ac
Runoff Volume=3.945 af
Runoff Depth=2.17"
Tc=5.0 min
CN=87
83.53 cfs
Type II 24-hr 2-Year Rainfall=3.49"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 23HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 4S: Bypass
[49] Hint: Tc<2dt may require smaller dt
Runoff = 75.24 cfs @ 11.95 hrs, Volume= 3.598 af, Depth= 2.35"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.49"
Area (ac) CN Description
* 18.390 89
18.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Bypass
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr
2-Year Rainfall=3.49"
Runoff Area=18.390 ac
Runoff Volume=3.598 af
Runoff Depth=2.35"
Tc=5.0 min
CN=89
75.24 cfs
Type II 24-hr 2-Year Rainfall=3.49"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 24HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 2P: Pond
Inflow Area = 3.390 ac, 0.00% Impervious, Inflow Depth = 2.73" for 2-Year event
Inflow = 15.49 cfs @ 11.95 hrs, Volume= 0.770 af
Outflow = 6.57 cfs @ 12.06 hrs, Volume= 0.770 af, Atten= 58%, Lag= 6.7 min
Primary = 6.57 cfs @ 12.06 hrs, Volume= 0.770 af
Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Peak Elev= 975.56' @ 12.06 hrs Surf.Area= 8,886 sf Storage= 15,711 cf
Plug-Flow detention time= 509.1 min calculated for 0.769 af (100% of inflow)
Center-of-Mass det. time= 510.7 min ( 1,296.3 - 785.5 )
Volume Invert Avail.Storage Storage Description
#1 973.50' 40,859 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
973.50 6,001 0 0
974.00 7,043 3,261 3,261
975.00 8,260 7,652 10,913
976.00 9,378 8,819 19,732
977.00 10,548 9,963 29,695
978.00 11,780 11,164 40,859
Device Routing Invert Outlet Devices
#1 Primary 973.50'30.0" Round RCP_Round 30"
L= 17.0' Box, 0° wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 973.50' / 973.41' S= 0.0053 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 4.91 sf
#2 Device 1 973.50'2.0" Horiz. WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 974.88'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 0.77
Width (feet) 3.50 3.50
#4 Device 1 975.65'48.0" x 48.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
#5 Secondary 976.29'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=6.42 cfs @ 12.06 hrs HW=975.55' (Free Discharge)
1=RCP_Round 30" (Passes 6.42 cfs of 14.71 cfs potential flow)
2=WQ Orifice (Orifice Controls 0.15 cfs @ 6.89 fps)
3=Custom Weir/Orifice (Weir Controls 6.27 cfs @ 2.68 fps)
4=Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=973.50' (Free Discharge)
5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 2-Year Rainfall=3.49"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 25HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Pond 2P: Pond
Inflow
Outflow
Primary
Secondary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=3.390 ac
Peak Elev=975.56'
Storage=15,711 cf
15.49 cfs
6.57 cfs6.57 cfs
0.00 cfs
Type II 24-hr 2-Year Rainfall=3.49"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 26HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Link 5L: Post Development
Inflow Area = 21.780 ac, 0.00% Impervious, Inflow Depth = 2.41" for 2-Year event
Inflow = 78.38 cfs @ 11.96 hrs, Volume= 4.368 af
Primary = 78.38 cfs @ 11.96 hrs, Volume= 4.368 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Link 5L: Post Development
Inflow
Primary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=21.780 ac
78.38 cfs78.38 cfs
Type II 24-hr 10-Year Rainfall=5.16"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 27HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Time span=0.10-99.00 hrs, dt=0.05 hrs, 1979 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=3.390 ac 0.00% Impervious Runoff Depth=4.36"Subcatchment 1S: Basin 1 Post Dev.
Tc=5.0 min CN=93 Runoff=24.00 cfs 1.230 af
Runoff Area=21.780 ac 0.00% Impervious Runoff Depth=3.72"Subcatchment 3S: Pre Dev.
Tc=5.0 min CN=87 Runoff=139.02 cfs 6.749 af
Runoff Area=18.390 ac 0.00% Impervious Runoff Depth=3.93"Subcatchment 4S: Bypass
Tc=5.0 min CN=89 Runoff=122.08 cfs 6.016 af
Peak Elev=975.96' Storage=19,323 cf Inflow=24.00 cfs 1.230 afPond 2P: Pond
Primary=19.29 cfs 1.230 af Secondary=0.00 cfs 0.000 af Outflow=19.29 cfs 1.230 af
Inflow=137.97 cfs 7.246 afLink 5L: Post Development
Primary=137.97 cfs 7.246 af
Total Runoff Area = 43.560 ac Runoff Volume = 13.994 af Average Runoff Depth = 3.86"
100.00% Pervious = 43.560 ac 0.00% Impervious = 0.000 ac
Type II 24-hr 10-Year Rainfall=5.16"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 28HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Basin 1 Post Dev.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 24.00 cfs @ 11.95 hrs, Volume= 1.230 af, Depth= 4.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.16"
Area (ac) CN Description
* 3.390 93
3.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Basin 1 Post Dev.
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
10-Year Rainfall=5.16"
Runoff Area=3.390 ac
Runoff Volume=1.230 af
Runoff Depth=4.36"
Tc=5.0 min
CN=93
24.00 cfs
Type II 24-hr 10-Year Rainfall=5.16"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 29HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Pre Dev.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 139.02 cfs @ 11.95 hrs, Volume= 6.749 af, Depth= 3.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.16"
Area (ac) CN Description
* 21.780 87
21.780 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pre Dev.
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
Type II 24-hr
10-Year Rainfall=5.16"
Runoff Area=21.780 ac
Runoff Volume=6.749 af
Runoff Depth=3.72"
Tc=5.0 min
CN=87
139.02 cfs
Type II 24-hr 10-Year Rainfall=5.16"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 30HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 4S: Bypass
[49] Hint: Tc<2dt may require smaller dt
Runoff = 122.08 cfs @ 11.95 hrs, Volume= 6.016 af, Depth= 3.93"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.16"
Area (ac) CN Description
* 18.390 89
18.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Bypass
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)130
120
110
100
90
80
70
60
50
40
30
20
10
0
Type II 24-hr
10-Year Rainfall=5.16"
Runoff Area=18.390 ac
Runoff Volume=6.016 af
Runoff Depth=3.93"
Tc=5.0 min
CN=89
122.08 cfs
Type II 24-hr 10-Year Rainfall=5.16"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 31HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 2P: Pond
Inflow Area = 3.390 ac, 0.00% Impervious, Inflow Depth = 4.36" for 10-Year event
Inflow = 24.00 cfs @ 11.95 hrs, Volume= 1.230 af
Outflow = 19.29 cfs @ 12.01 hrs, Volume= 1.230 af, Atten= 20%, Lag= 3.4 min
Primary = 19.29 cfs @ 12.01 hrs, Volume= 1.230 af
Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Peak Elev= 975.96' @ 12.01 hrs Surf.Area= 9,329 sf Storage= 19,323 cf
Plug-Flow detention time= 340.9 min calculated for 1.230 af (100% of inflow)
Center-of-Mass det. time= 340.7 min ( 1,113.7 - 773.0 )
Volume Invert Avail.Storage Storage Description
#1 973.50' 40,859 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
973.50 6,001 0 0
974.00 7,043 3,261 3,261
975.00 8,260 7,652 10,913
976.00 9,378 8,819 19,732
977.00 10,548 9,963 29,695
978.00 11,780 11,164 40,859
Device Routing Invert Outlet Devices
#1 Primary 973.50'30.0" Round RCP_Round 30"
L= 17.0' Box, 0° wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 973.50' / 973.41' S= 0.0053 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 4.91 sf
#2 Device 1 973.50'2.0" Horiz. WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 974.88'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 0.77
Width (feet) 3.50 3.50
#4 Device 1 975.65'48.0" x 48.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
#5 Secondary 976.29'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=19.39 cfs @ 12.01 hrs HW=975.95' (Free Discharge)
1=RCP_Round 30" (Passes 19.39 cfs of 19.41 cfs potential flow)
2=WQ Orifice (Orifice Controls 0.16 cfs @ 7.53 fps)
3=Custom Weir/Orifice (Orifice Controls 10.78 cfs @ 4.00 fps)
4=Riser (Weir Controls 8.45 cfs @ 1.78 fps)
Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=973.50' (Free Discharge)
5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 10-Year Rainfall=5.16"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 32HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Pond 2P: Pond
Inflow
Outflow
Primary
Secondary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=3.390 ac
Peak Elev=975.96'
Storage=19,323 cf
24.00 cfs
19.29 cfs19.29 cfs
0.00 cfs
Type II 24-hr 10-Year Rainfall=5.16"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 33HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Link 5L: Post Development
Inflow Area = 21.780 ac, 0.00% Impervious, Inflow Depth = 3.99" for 10-Year event
Inflow = 137.97 cfs @ 11.96 hrs, Volume= 7.246 af
Primary = 137.97 cfs @ 11.96 hrs, Volume= 7.246 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Link 5L: Post Development
Inflow
Primary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
Inflow Area=21.780 ac
137.97 cfs137.97 cfs
Type II 24-hr 25-Year Rainfall=6.17"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 34HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Time span=0.10-99.00 hrs, dt=0.05 hrs, 1979 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=3.390 ac 0.00% Impervious Runoff Depth=5.35"Subcatchment 1S: Basin 1 Post Dev.
Tc=5.0 min CN=93 Runoff=29.10 cfs 1.511 af
Runoff Area=21.780 ac 0.00% Impervious Runoff Depth=4.68"Subcatchment 3S: Pre Dev.
Tc=5.0 min CN=87 Runoff=172.53 cfs 8.494 af
Runoff Area=18.390 ac 0.00% Impervious Runoff Depth=4.90"Subcatchment 4S: Bypass
Tc=5.0 min CN=89 Runoff=150.22 cfs 7.510 af
Peak Elev=976.14' Storage=21,040 cf Inflow=29.10 cfs 1.511 afPond 2P: Pond
Primary=21.66 cfs 1.511 af Secondary=0.00 cfs 0.000 af Outflow=21.66 cfs 1.511 af
Inflow=170.79 cfs 9.021 afLink 5L: Post Development
Primary=170.79 cfs 9.021 af
Total Runoff Area = 43.560 ac Runoff Volume = 17.515 af Average Runoff Depth = 4.83"
100.00% Pervious = 43.560 ac 0.00% Impervious = 0.000 ac
Type II 24-hr 25-Year Rainfall=6.17"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 35HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Basin 1 Post Dev.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 29.10 cfs @ 11.95 hrs, Volume= 1.511 af, Depth= 5.35"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.17"
Area (ac) CN Description
* 3.390 93
3.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Basin 1 Post Dev.
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
25-Year Rainfall=6.17"
Runoff Area=3.390 ac
Runoff Volume=1.511 af
Runoff Depth=5.35"
Tc=5.0 min
CN=93
29.10 cfs
Type II 24-hr 25-Year Rainfall=6.17"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 36HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Pre Dev.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 172.53 cfs @ 11.95 hrs, Volume= 8.494 af, Depth= 4.68"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.17"
Area (ac) CN Description
* 21.780 87
21.780 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pre Dev.
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)190
180
170
160
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
Type II 24-hr
25-Year Rainfall=6.17"
Runoff Area=21.780 ac
Runoff Volume=8.494 af
Runoff Depth=4.68"
Tc=5.0 min
CN=87
172.53 cfs
Type II 24-hr 25-Year Rainfall=6.17"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 37HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 4S: Bypass
[49] Hint: Tc<2dt may require smaller dt
Runoff = 150.22 cfs @ 11.95 hrs, Volume= 7.510 af, Depth= 4.90"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.17"
Area (ac) CN Description
* 18.390 89
18.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Bypass
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)160
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
Type II 24-hr
25-Year Rainfall=6.17"
Runoff Area=18.390 ac
Runoff Volume=7.510 af
Runoff Depth=4.90"
Tc=5.0 min
CN=89
150.22 cfs
Type II 24-hr 25-Year Rainfall=6.17"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 38HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 2P: Pond
Inflow Area = 3.390 ac, 0.00% Impervious, Inflow Depth = 5.35" for 25-Year event
Inflow = 29.10 cfs @ 11.95 hrs, Volume= 1.511 af
Outflow = 21.66 cfs @ 12.01 hrs, Volume= 1.511 af, Atten= 26%, Lag= 3.5 min
Primary = 21.66 cfs @ 12.01 hrs, Volume= 1.511 af
Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Peak Elev= 976.14' @ 12.01 hrs Surf.Area= 9,540 sf Storage= 21,040 cf
Plug-Flow detention time= 285.8 min calculated for 1.511 af (100% of inflow)
Center-of-Mass det. time= 287.4 min ( 1,055.2 - 767.7 )
Volume Invert Avail.Storage Storage Description
#1 973.50' 40,859 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
973.50 6,001 0 0
974.00 7,043 3,261 3,261
975.00 8,260 7,652 10,913
976.00 9,378 8,819 19,732
977.00 10,548 9,963 29,695
978.00 11,780 11,164 40,859
Device Routing Invert Outlet Devices
#1 Primary 973.50'30.0" Round RCP_Round 30"
L= 17.0' Box, 0° wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 973.50' / 973.41' S= 0.0053 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 4.91 sf
#2 Device 1 973.50'2.0" Horiz. WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 974.88'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 0.77
Width (feet) 3.50 3.50
#4 Device 1 975.65'48.0" x 48.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
#5 Secondary 976.29'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=21.52 cfs @ 12.01 hrs HW=976.13' (Free Discharge)
1=RCP_Round 30" (Barrel Controls 21.52 cfs @ 5.19 fps)
2=WQ Orifice (Passes < 0.17 cfs potential flow)
3=Custom Weir/Orifice (Passes < 12.18 cfs potential flow)
4=Riser (Passes < 17.20 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=973.50' (Free Discharge)
5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 25-Year Rainfall=6.17"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 39HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Pond 2P: Pond
Inflow
Outflow
Primary
Secondary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=3.390 ac
Peak Elev=976.14'
Storage=21,040 cf
29.10 cfs
21.66 cfs21.66 cfs
0.00 cfs
Type II 24-hr 25-Year Rainfall=6.17"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 40HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Link 5L: Post Development
Inflow Area = 21.780 ac, 0.00% Impervious, Inflow Depth = 4.97" for 25-Year event
Inflow = 170.79 cfs @ 11.95 hrs, Volume= 9.021 af
Primary = 170.79 cfs @ 11.95 hrs, Volume= 9.021 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Link 5L: Post Development
Inflow
Primary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)190
180
170
160
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
Inflow Area=21.780 ac
170.79 cfs170.79 cfs
Type II 24-hr 50-Year Rainfall=6.98"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 41HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Time span=0.10-99.00 hrs, dt=0.05 hrs, 1979 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=3.390 ac 0.00% Impervious Runoff Depth=6.15"Subcatchment 1S: Basin 1 Post Dev.
Tc=5.0 min CN=93 Runoff=33.17 cfs 1.738 af
Runoff Area=21.780 ac 0.00% Impervious Runoff Depth=5.46"Subcatchment 3S: Pre Dev.
Tc=5.0 min CN=87 Runoff=199.30 cfs 9.910 af
Runoff Area=18.390 ac 0.00% Impervious Runoff Depth=5.69"Subcatchment 4S: Bypass
Tc=5.0 min CN=89 Runoff=172.68 cfs 8.718 af
Peak Elev=976.29' Storage=22,532 cf Inflow=33.17 cfs 1.738 afPond 2P: Pond
Primary=23.42 cfs 1.738 af Secondary=0.00 cfs 0.000 af Outflow=23.42 cfs 1.738 af
Inflow=194.40 cfs 10.455 afLink 5L: Post Development
Primary=194.40 cfs 10.455 af
Total Runoff Area = 43.560 ac Runoff Volume = 20.365 af Average Runoff Depth = 5.61"
100.00% Pervious = 43.560 ac 0.00% Impervious = 0.000 ac
Type II 24-hr 50-Year Rainfall=6.98"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 42HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Basin 1 Post Dev.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 33.17 cfs @ 11.95 hrs, Volume= 1.738 af, Depth= 6.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=6.98"
Area (ac) CN Description
* 3.390 93
3.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Basin 1 Post Dev.
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
50-Year Rainfall=6.98"
Runoff Area=3.390 ac
Runoff Volume=1.738 af
Runoff Depth=6.15"
Tc=5.0 min
CN=93
33.17 cfs
Type II 24-hr 50-Year Rainfall=6.98"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 43HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Pre Dev.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 199.30 cfs @ 11.95 hrs, Volume= 9.910 af, Depth= 5.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=6.98"
Area (ac) CN Description
* 21.780 87
21.780 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pre Dev.
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)220
210
200
190
180
170
160
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
Type II 24-hr
50-Year Rainfall=6.98"
Runoff Area=21.780 ac
Runoff Volume=9.910 af
Runoff Depth=5.46"
Tc=5.0 min
CN=87
199.30 cfs
Type II 24-hr 50-Year Rainfall=6.98"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 44HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 4S: Bypass
[49] Hint: Tc<2dt may require smaller dt
Runoff = 172.68 cfs @ 11.95 hrs, Volume= 8.718 af, Depth= 5.69"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=6.98"
Area (ac) CN Description
* 18.390 89
18.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Bypass
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)190
180
170
160
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
Type II 24-hr
50-Year Rainfall=6.98"
Runoff Area=18.390 ac
Runoff Volume=8.718 af
Runoff Depth=5.69"
Tc=5.0 min
CN=89
172.68 cfs
Type II 24-hr 50-Year Rainfall=6.98"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 45HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 2P: Pond
Inflow Area = 3.390 ac, 0.00% Impervious, Inflow Depth = 6.15" for 50-Year event
Inflow = 33.17 cfs @ 11.95 hrs, Volume= 1.738 af
Outflow = 23.42 cfs @ 12.02 hrs, Volume= 1.738 af, Atten= 29%, Lag= 3.9 min
Primary = 23.42 cfs @ 12.02 hrs, Volume= 1.738 af
Secondary = 0.00 cfs @ 0.10 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Peak Elev= 976.29' @ 12.02 hrs Surf.Area= 9,721 sf Storage= 22,532 cf
Plug-Flow detention time= 255.3 min calculated for 1.737 af (100% of inflow)
Center-of-Mass det. time= 256.9 min ( 1,021.2 - 764.3 )
Volume Invert Avail.Storage Storage Description
#1 973.50' 40,859 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
973.50 6,001 0 0
974.00 7,043 3,261 3,261
975.00 8,260 7,652 10,913
976.00 9,378 8,819 19,732
977.00 10,548 9,963 29,695
978.00 11,780 11,164 40,859
Device Routing Invert Outlet Devices
#1 Primary 973.50'30.0" Round RCP_Round 30"
L= 17.0' Box, 0° wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 973.50' / 973.41' S= 0.0053 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 4.91 sf
#2 Device 1 973.50'2.0" Horiz. WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 974.88'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 0.77
Width (feet) 3.50 3.50
#4 Device 1 975.65'48.0" x 48.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
#5 Secondary 976.29'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=23.19 cfs @ 12.02 hrs HW=976.27' (Free Discharge)
1=RCP_Round 30" (Barrel Controls 23.19 cfs @ 5.31 fps)
2=WQ Orifice (Passes < 0.17 cfs potential flow)
3=Custom Weir/Orifice (Passes < 13.21 cfs potential flow)
4=Riser (Passes < 25.75 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.10 hrs HW=973.50' (Free Discharge)
5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 50-Year Rainfall=6.98"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 46HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Pond 2P: Pond
Inflow
Outflow
Primary
Secondary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=3.390 ac
Peak Elev=976.29'
Storage=22,532 cf
33.17 cfs
23.42 cfs23.42 cfs
0.00 cfs
Type II 24-hr 50-Year Rainfall=6.98"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 47HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Link 5L: Post Development
Inflow Area = 21.780 ac, 0.00% Impervious, Inflow Depth = 5.76" for 50-Year event
Inflow = 194.40 cfs @ 11.95 hrs, Volume= 10.455 af
Primary = 194.40 cfs @ 11.95 hrs, Volume= 10.455 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Link 5L: Post Development
Inflow
Primary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)210
200
190
180
170
160
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
Inflow Area=21.780 ac
194.40 cfs194.40 cfs
Type II 24-hr 100-Year Rainfall=7.81"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 48HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Time span=0.10-99.00 hrs, dt=0.05 hrs, 1979 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=3.390 ac 0.00% Impervious Runoff Depth=6.97"Subcatchment 1S: Basin 1 Post Dev.
Tc=5.0 min CN=93 Runoff=37.32 cfs 1.970 af
Runoff Area=21.780 ac 0.00% Impervious Runoff Depth=6.26"Subcatchment 3S: Pre Dev.
Tc=5.0 min CN=87 Runoff=226.62 cfs 11.371 af
Runoff Area=18.390 ac 0.00% Impervious Runoff Depth=6.50"Subcatchment 4S: Bypass
Tc=5.0 min CN=89 Runoff=195.58 cfs 9.962 af
Peak Elev=976.45' Storage=24,073 cf Inflow=37.32 cfs 1.970 afPond 2P: Pond
Primary=25.09 cfs 1.960 af Secondary=1.50 cfs 0.010 af Outflow=26.59 cfs 1.970 af
Inflow=218.82 cfs 11.932 afLink 5L: Post Development
Primary=218.82 cfs 11.932 af
Total Runoff Area = 43.560 ac Runoff Volume = 23.303 af Average Runoff Depth = 6.42"
100.00% Pervious = 43.560 ac 0.00% Impervious = 0.000 ac
Type II 24-hr 100-Year Rainfall=7.81"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 49HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Basin 1 Post Dev.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 37.32 cfs @ 11.95 hrs, Volume= 1.970 af, Depth= 6.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.81"
Area (ac) CN Description
* 3.390 93
3.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Basin 1 Post Dev.
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
100-Year Rainfall=7.81"
Runoff Area=3.390 ac
Runoff Volume=1.970 af
Runoff Depth=6.97"
Tc=5.0 min
CN=93
37.32 cfs
Type II 24-hr 100-Year Rainfall=7.81"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 50HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Pre Dev.
[49] Hint: Tc<2dt may require smaller dt
Runoff = 226.62 cfs @ 11.95 hrs, Volume= 11.371 af, Depth= 6.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.81"
Area (ac) CN Description
* 21.780 87
21.780 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pre Dev.
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)250
240
230
220
210
200
190
180
170
160
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
Type II 24-hr
100-Year Rainfall=7.81"
Runoff Area=21.780 ac
Runoff Volume=11.371 af
Runoff Depth=6.26"
Tc=5.0 min
CN=87
226.62 cfs
Type II 24-hr 100-Year Rainfall=7.81"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 51HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 4S: Bypass
[49] Hint: Tc<2dt may require smaller dt
Runoff = 195.58 cfs @ 11.95 hrs, Volume= 9.962 af, Depth= 6.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.81"
Area (ac) CN Description
* 18.390 89
18.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Bypass
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)210
200
190
180
170
160
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
Type II 24-hr
100-Year Rainfall=7.81"
Runoff Area=18.390 ac
Runoff Volume=9.962 af
Runoff Depth=6.50"
Tc=5.0 min
CN=89
195.58 cfs
Type II 24-hr 100-Year Rainfall=7.81"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 52HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 2P: Pond
Inflow Area = 3.390 ac, 0.00% Impervious, Inflow Depth = 6.97" for 100-Year event
Inflow = 37.32 cfs @ 11.95 hrs, Volume= 1.970 af
Outflow = 26.59 cfs @ 12.01 hrs, Volume= 1.970 af, Atten= 29%, Lag= 3.8 min
Primary = 25.09 cfs @ 12.02 hrs, Volume= 1.960 af
Secondary = 1.50 cfs @ 12.01 hrs, Volume= 0.010 af
Routing by Stor-Ind method, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Peak Elev= 976.45' @ 12.02 hrs Surf.Area= 9,905 sf Storage= 24,073 cf
Plug-Flow detention time= 232.6 min calculated for 1.970 af (100% of inflow)
Center-of-Mass det. time= 232.4 min ( 993.8 - 761.4 )
Volume Invert Avail.Storage Storage Description
#1 973.50' 40,859 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
973.50 6,001 0 0
974.00 7,043 3,261 3,261
975.00 8,260 7,652 10,913
976.00 9,378 8,819 19,732
977.00 10,548 9,963 29,695
978.00 11,780 11,164 40,859
Device Routing Invert Outlet Devices
#1 Primary 973.50'30.0" Round RCP_Round 30"
L= 17.0' Box, 0° wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 973.50' / 973.41' S= 0.0053 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 4.91 sf
#2 Device 1 973.50'2.0" Horiz. WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 974.88'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 0.77
Width (feet) 3.50 3.50
#4 Device 1 975.65'48.0" x 48.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
#5 Secondary 976.29'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=24.85 cfs @ 12.02 hrs HW=976.43' (Free Discharge)
1=RCP_Round 30" (Barrel Controls 24.85 cfs @ 5.44 fps)
2=WQ Orifice (Passes < 0.18 cfs potential flow)
3=Custom Weir/Orifice (Passes < 14.20 cfs potential flow)
4=Riser (Passes < 35.83 cfs potential flow)
Secondary OutFlow Max=1.31 cfs @ 12.01 hrs HW=976.43' (Free Discharge)
5=Broad-Crested Rectangular Weir (Weir Controls 1.31 cfs @ 0.93 fps)
Type II 24-hr 100-Year Rainfall=7.81"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 53HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Pond 2P: Pond
Inflow
Outflow
Primary
Secondary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=3.390 ac
Peak Elev=976.45'
Storage=24,073 cf
37.32 cfs
26.59 cfs
25.09 cfs
1.50 cfs
Type II 24-hr 100-Year Rainfall=7.81"Basin
Printed 10/25/2018Prepared by {enter your company name here}
Page 54HydroCAD® 10.00-15 s/n 01460 © 2015 HydroCAD Software Solutions LLC
Summary for Link 5L: Post Development
Inflow Area = 21.780 ac, 0.00% Impervious, Inflow Depth = 6.57" for 100-Year event
Inflow = 218.82 cfs @ 11.95 hrs, Volume= 11.932 af
Primary = 218.82 cfs @ 11.95 hrs, Volume= 11.932 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.10-99.00 hrs, dt= 0.05 hrs
Link 5L: Post Development
Inflow
Primary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)240
230
220
210
200
190
180
170
160
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
Inflow Area=21.780 ac
218.82 cfs218.82 cfs
TR
TR TR
TR TR
TR TR
TR
980983984 980983975
980
968
980
FILE PATH:M:\Projects\MV Commerical Construction\2018028200CL - Pratt Corrugating\CADD\Plan Set\2018028200_C_SHT_SKETCH IMPERVIOUS PLAN.dwgM:\Projects\MV Commerical Construction\2018028200CL - Pratt Corrugating\CADD\Plan Set\2018028200_C_SHT_SKETCH IMPERVIOUS PLAN.dwg, ESUDDRETH, 10/25/2018 1:27:03 PM616 COLONNADE DR
CHARLOTTE, NC 28205
(t)[phone]
(f)[phone]
WWW.WKDICKSON.COM
NC LICENSE NO.F-0374
WGB
ETS
ETS
AUG. 2018
2018028200.CL
PRELIMINARY - DO NOT USE FOR CONSTRUCTION PLOT DATE: 10/25/2018PRATT CORRUGATINGFORMV COMMERICAL CONSTRUCTION185 N. MAIN ST. SUITE 600 DAYTON, OH 45402DRAINAGE AREA PLANCOPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS ORDELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIESFROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.WKD PROJ. NO.:
DRAWING NUMBER:
PROJ. DATE:
PROJ. MGR.:
DESIGN BY:
DRAWN BY:PROJECT NAME:DRAWING TITLE:PROFESSIONAL SEAL
REVISION RECORDDESCRIPTIONBYDATENO.community infrastructure consultants
DRAINAGE AREA 2:
18.41 ACRES (802,057 SQFT.)
IMPERVIOUS AREA: 593,013 SQFT.
PERCENT IMPERVIOUS: 73.94%
DRAINAGE AREA 1:
3.37 ACRES (146,979 SQFT.)
IMPERVIOUS AREA: 125,196 SQFT.
PERCENT IMPERVIOUS: 85.18%
G1.0
050 50 100
SCALE: 1" = 50'
PROPERTY
BOUNDARY (TYP.)
DRAINAGE AREA
DELINEATION LINE (TYP.)
EX. DRAINAGE AREA:
1.04 AC.
EX. DRAINAGE AREA:
1.79 AC.
EX. DRAINAGE AREA:
2.21 AC.
EX. DRAINAGE AREA:
0.77 AC.
EX. DRAINAGE AREA:
0.79 AC.
PROP. DI-2 DRAINAGE AREA:
1.46 AC.PROP. DI-3 DRAINAGE AREA:
1.42 AC.
24" RCP
TR
TR TR
SSxSSxTR 18" CPPFILE PATH:M:\Projects\MV Commerical Construction\2018028200CL - Pratt Corrugating\CADD\Plan Set\2018028200_C_SHT_SKETCH IMPERVIOUS PLAN.dwgM:\Projects\MV Commerical Construction\2018028200CL - Pratt Corrugating\CADD\Plan Set\2018028200_C_SHT_SKETCH IMPERVIOUS PLAN.dwg, ESUDDRETH, 10/25/2018 1:27:10 PM616 COLONNADE DR
CHARLOTTE, NC 28205
(t)[phone]
(f)[phone]
WWW.WKDICKSON.COM
NC LICENSE NO.F-0374
WGB
ETS
ETS
AUG. 2018
2018028200.CL
PRELIMINARY - DO NOT USE FOR CONSTRUCTION PLOT DATE: 10/25/2018PRATT CORRUGATINGFORMV COMMERICAL CONSTRUCTION185 N. MAIN ST. SUITE 600 DAYTON, OH 45402COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS ORDELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIESFROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.WKD PROJ. NO.:
DRAWING NUMBER:
PROJ. DATE:
PROJ. MGR.:
DESIGN BY:
DRAWN BY:PROJECT NAME:DRAWING TITLE:PROFESSIONAL SEAL
REVISION RECORDDESCRIPTIONBYDATENO.community infrastructure consultants
EXISTING IMPERVIOUS AREA
665,793 SQFT.EXISTING IMPERVIOUS AREA PLANG1.1
PROPERTY
BOUNDARY (TYP.)
050 50 100
SCALE: 1" = 50'
-EXISTING IMPERVIOUS AREA: 665,793 SQFT.
IMPERVIOUS SUMMARY:
TR
TR TR
SSxSSxTR TR
TR TR
SSxSSxTR
FILE PATH:M:\Projects\MV Commerical Construction\2018028200CL - Pratt Corrugating\CADD\Plan Set\2018028200_C_SHT_SKETCH IMPERVIOUS PLAN.dwgM:\Projects\MV Commerical Construction\2018028200CL - Pratt Corrugating\CADD\Plan Set\2018028200_C_SHT_SKETCH IMPERVIOUS PLAN.dwg, ESUDDRETH, 10/25/2018 1:27:15 PM616 COLONNADE DR
CHARLOTTE, NC 28205
(t)[phone]
(f)[phone]
WWW.WKDICKSON.COM
NC LICENSE NO.F-0374
WGB
ETS
ETS
AUG. 2018
2018028200.CL
PRELIMINARY - DO NOT USE FOR CONSTRUCTION PLOT DATE: 10/25/2018PRATT CORRUGATINGFORMV COMMERICAL CONSTRUCTION185 N. MAIN ST. SUITE 600 DAYTON, OH 45402PROPERTY
BOUNDARY (TYP.)COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS ORDELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIESFROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.WKD PROJ. NO.:
DRAWING NUMBER:
PROJ. DATE:
PROJ. MGR.:
DESIGN BY:
DRAWN BY:PROJECT NAME:DRAWING TITLE:PROFESSIONAL SEAL
REVISION RECORDDESCRIPTIONBYDATENO.community infrastructure consultants
PROPOSED PARKING
IMPERVIOUS AREA: 5,584 SQFT.
050 50 100
SCALE: 1" = 50'
-EXISTING IMPERVIOUS AREA: 665,793 SQFT.
- PROPOSED IMPERVIOUS AREA: 88,916 SQFT.
-EXISTING IMPERVIOUS AREA TO BE REMOVED: 36,500 SQFT.
-NET IMPERVIOUS AREA: 718,209 SQFT.
-ADDITIONAL IMPERVIOUS AREA TO BE TREATED: 52,416 SQFT.
IMPERVIOUS SUMMARY:
PROPOSED PARKING
IMPERVIOUS AREA: 5,607 SQFT.
EX. IMPERVIOUS REMOVED: 18,852 SQFT.
EX. IMPERVIOUS TO BE REMOVED: 17,648 SQFT.
PROPOSED BUILDING AND DOCK AREA
IMPERVIOUS AREA: 77,725 SQFT.PROPOSED IMPERVIOUS AREA PLANG1.2