Reafield - 2017_08_02 Reafield 1st Submittal Calcs

August 2, 201708.02.17

STORM DRAINAGE PIPE
CALCULATIONS

ReafieldReafieldReafieldReafieldUrban Design PartnersUrban Design PartnersUrban Design PartnersUrban Design PartnersJOB NO.:16-11516-11516-11516-115BY:udpudpudpudp1318-E6 Central AvenueDATE:05.16.1705.16.1705.16.1705.16.17P.M.:hjthjthjthjtCharlotte, NC 28205REVISED: STORM DRAINAGE DESIGN DATASTORM DRAINAGE DESIGN DATASTORM DRAINAGE DESIGN DATASTORM DRAINAGE DESIGN DATALOCATIONLOCATIONLOCATIONLOCATION DRAINDRAINDRAINDRAIN RUNOFFRUNOFFRUNOFFRUNOFFINVERT ELEV.INVERT ELEV.INVERT ELEV.INVERT ELEV. PIPE DEPTHPIPE DEPTHPIPE DEPTHPIPE DEPTHAREAAREAAREAAREAROUNDED FULL ACTUAL (FROM) (FROM)FROM TO C I Q inlet Q pipe n SLOPE LENGTH SIZE VEL. CAPACITY VEL. INV INV RIM COVER(acres) (cfs) (cfs) (%) (ft) (inches) (fps) (cfs) (fps) OUT IN ELEVATION DEPTHYI-17 CO-9CO-9CO-9CO-9 0.12 0.60 7.03 0.5 0.5 0.013 1.21% 58 10101010 4.4 2.42 3.37 587.50 586.80 591.50 3.17YI-16 YI-15 0.04 0.60 7.03 0.2 0.2 0.013 1.03% 34 10101010 4.1 2.23 1.88 589.00 588.65 591.50 1.67YIO-15 CO-12 0.01 0.60 7.03 0.1 0.2 0.013 0.94% 16 10101010 3.9 2.13 2.34 588.65 588.50 591.20 1.72CO-12 YI-11YI-11YI-11YI-11 0.00 0.60 7.03 0.0 0.2 0.013 0.67% 50 10101010 3.3 1.80 1.98 588.24 587.90 590.00 0.93YI-14 YI-13 0.12 0.60 7.03 0.5 0.5 0.013 0.64% 79 10101010 3.2 1.75 2.60 589.00 588.50 592.00 2.17YI-13 CO-12 0.11 0.60 7.03 0.5 1.0 0.013 0.66% 40 10101010 3.3 1.79 3.28 588.50 588.24 591.50 2.17CO-12 YI-11 0.00 0.60 7.03 0.0 1.0 0.013 0.67% 50 10101010 3.3 1.80 3.30 588.24 587.90 591.00 1.93YI-11YI-11YI-11YI-11 YI-10 0.14 0.60 7.03 0.6 1.8 0.013 0.75% 80 10101010 3.5 1.90 4.18 587.90 587.30 590.50 1.77YI-10 CO-9 0.14 0.60 7.03 0.6 2.4 0.013 0.78% 64 12121212 4.0 3.15 4.57 587.30 586.80 590.50 1.95CO-9CO-9CO-9CO-9 CO-8 0.00 0.60 7.03 0.0 2.9 0.013 0.78% 103 12121212 4.0 3.15 4.81 586.80 586.00 594.75 6.70CO-8 CB-7 0.00 0.60 7.03 0.0 2.9 0.013 0.82% 103 12121212 4.1 3.24 4.87 586.00 585.15 591.00 3.75CB-7 FES-6 0.20 0.60 7.03 0.8 3.7 0.013 0.81% 18 15151515 4.8 5.84 5.04 585.15 585.00 588.75 2.10CB-5 CB-4 1.06 0.95 7.03 7.1 7.1 0.013 1.38% 14 18181818 7.0 12.37 7.21 585.45 585.25 587.80 0.56CB-4 FES-3 0.67 0.95 7.03 4.5 11.6 0.013 1.35% 19 18181818 6.9 12.24 8.31 585.25 585.00 587.85 0.81OS-2 FES-1 0.00 0.95 7.03 0.0 12.9 0.013 0.73% 69 18181818 5.1 8.97 6.19 584.50 584.00 588.00 1.71PIPEPIPEPIPEPIPE
EROSION CONTROL
CALCULATIONS

ReafieldReafieldReafieldReafield Urban Design PartnersUrban Design PartnersUrban Design PartnersUrban Design Partners
JOB NO.:16-11516-11516-11516-115 BY:udp udp udp udp 1318-E6 Central Avenue
DATE:05.16.1705.16.1705.16.1705.16.17 P.M.:hjthjthjthjt Charlotte, NC 28205
REVISED:
SKIMMER BASINSKIMMER BASINSKIMMER BASINSKIMMER BASIN
DRAINAGE AREAS/REQ'D STORAGEDRAINAGE AREAS/REQ'D STORAGEDRAINAGE AREAS/REQ'D STORAGEDRAINAGE AREAS/REQ'D STORAGE DESIGN CRITERIADESIGN CRITERIADESIGN CRITERIADESIGN CRITERIA
Total drainage area (TDA)4.31 ac Proposed sediment depth 2 ft
Disturbed area(DA)4.31 ac Bottom elevation of basin 585 msl
Required sediment storage(1800xTDA) 7,758 cf Side slopes (H:V)3 :1
Required surface area:4,550 sf Depth of flow over spillway 1 ft
BASIN CONFIGURATIONBASIN CONFIGURATIONBASIN CONFIGURATIONBASIN CONFIGURATION PLANNED BASIN SIZEPLANNED BASIN SIZEPLANNED BASIN SIZEPLANNED BASIN SIZE
Bottom elevation 585 msl (REFER TO EROSION CONTROL PLAN)(REFER TO EROSION CONTROL PLAN)(REFER TO EROSION CONTROL PLAN)(REFER TO EROSION CONTROL PLAN)
Sediment Storage elevation 587 msl Elev.Elev.Elev.Elev. Area (SF)Area (SF)Area (SF)Area (SF) Cumulative Volume (CF)Cumulative Volume (CF)Cumulative Volume (CF)Cumulative Volume (CF)
Top of Berm 589 msl 585 8,046 0
586 10,409 9,227
587 12,830 20,847
BASIN EFFICIENCYBASIN EFFICIENCYBASIN EFFICIENCYBASIN EFFICIENCY 588 15,307 34,915
Sediment storage required: 7,758 cf 589 17,841 51,489
Sediment storage provided:Sediment storage provided:Sediment storage provided:Sediment storage provided: 20,84720,84720,84720,847 OKAYOKAYOKAYOKAY
Surface area required: 4,550 sq ft
Surface area provided:Surface area provided:Surface area provided:Surface area provided: 12,83012,83012,83012,830 OKAYOKAYOKAYOKAY
PRIMARY SPILLWAY DESIGN (2-YEAR STORM)PRIMARY SPILLWAY DESIGN (2-YEAR STORM)PRIMARY SPILLWAY DESIGN (2-YEAR STORM)PRIMARY SPILLWAY DESIGN (2-YEAR STORM)
PRIMARY SPILLWAY DESIGNPRIMARY SPILLWAY DESIGNPRIMARY SPILLWAY DESIGNPRIMARY SPILLWAY DESIGN
Bare soil coefficient 'C' = 0.45 Spillway design: (L=Q/(C*h^1.5)); C=3.0, h= 1
Area 'A' =4.31 ac
2 yr. storm rainfall intensity, 'I' = 5.03 in/hr
2 yr Design flow, 'Q' = 10 cfs
10 yr storm rainfall intensity, 'I' = 7.03 in/hr Spillway length @ flow depthSpillway length @ flow depthSpillway length @ flow depthSpillway length @ flow depth 10101010 ftftftft
Design flow from site, 'Q' =Design flow from site, 'Q' =Design flow from site, 'Q' =Design flow from site, 'Q' = 14141414 cfscfscfscfs
Skimmer Basin DesignSkimmer Basin DesignSkimmer Basin DesignSkimmer Basin Design
DESIGN FLOW (Q=CIA)DESIGN FLOW (Q=CIA)DESIGN FLOW (Q=CIA)DESIGN FLOW (Q=CIA)
RIPRAP
CALCULATIONS
(STORM DRAINAGE OUTLET PIPES)

ReafieldReafieldReafieldReafieldUrban Design PartnersUrban Design PartnersUrban Design PartnersUrban Design PartnersJOB NO.:16-11516-11516-11516-115BY:udpudpudpudp1318-E6 Central AvenueDATE:05.16.1705.16.1705.16.1705.16.17P.M.:hjthjthjthjtCharlotte, NC 28205REVISED: FES IDFES IDFES IDFES IDQQQQ dddd00003d3d3d3d0000LaLaLaLa wwww Min. AreaMin. AreaMin. AreaMin. Area vvvv dddd50505050(cfs) (in) (ft) (ft) (ft) (sf) (fps) (in)FES-1FES-1FES-1FES-1 18.0 24 6.0012.0 14.00120 7.40.55FES-3FES-3FES-3FES-3 11.9 18 4.5010.0 11.5080 8.40.50FES-6FES-6FES-6FES-6 3.5 15 3.7510.0 11.2575 4.90.45FES-18FES-18FES-18FES-18 12.9 18 4.5010.0 11.5080 9.10.50RIP-RAP DESIGN DATARIP-RAP DESIGN DATARIP-RAP DESIGN DATARIP-RAP DESIGN DATARIP-RAP DESIGN DATARIP-RAP DESIGN DATARIP-RAP DESIGN DATARIP-RAP DESIGN DATA
Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
Basin 1 - 24" FES-1:
Q = 18.0 cfs
d0 = 24"
3d0 = 6'
La = 12'
w = 14'
v = 7.4 fps
d50 = 0.55'
Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
Basin 1 - 18" FES-3:
Q = 11.9 cfs
d0 = 18"
3d0 = 4.5'
La = 10'
w = 11.5'
v = 8.4 fps
d50 = 0.50'
Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
Basin 1 - 15" FES-6:
Q = 3.5 cfs
d0 = 15"
3d0 = 3.75'
La = 10'
w = 11.25'
v = 4.9 fps
d50 =0.45 '
Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
Basin 1 - 18" FES-18:
Q = 12.9 cfs
d0 = 18"
3d0 = 4.5'
La = 10'
w = 11.50'
v = 9.1 fps
d50 =0.50 '

BMP CALCULATIONS

ReafieldReafieldReafieldReafield Urban Design PartnersUrban Design PartnersUrban Design PartnersUrban Design Partners
JOB NO.:16-11516-11516-11516-115 BY:udpudpudpudp 1318-E6 Central Avenue
DATE:05.15.1705.15.1705.15.1705.15.17 P.M.:hjthjthjthjt Charlotte, NC 28205
REVISED: PRELIMINARY CALCULATIONSPRELIMINARY CALCULATIONSPRELIMINARY CALCULATIONSPRELIMINARY CALCULATIONS
INTRODUCTION:INTRODUCTION:INTRODUCTION:INTRODUCTION:
SUMMARYSUMMARYSUMMARYSUMMARY
DRAINAGE AREAS:DRAINAGE AREAS:DRAINAGE AREAS:DRAINAGE AREAS:(see attached drainage area map)

Predeveloped Drainage AreaPredeveloped Drainage AreaPredeveloped Drainage AreaPredeveloped Drainage Area 4.304.304.304.30 acresacresacresacres
Postdeveloped Drainage AreaPostdeveloped Drainage AreaPostdeveloped Drainage AreaPostdeveloped Drainage Area 4.304.304.304.30 acresacresacresacres
SOIL TYPES:SOIL TYPES:SOIL TYPES:SOIL TYPES:(see attached soils map)
Area (ac)Area (ac)Area (ac)Area (ac) Area (%)Area (%)Area (%)Area (%) Soil TypeSoil TypeSoil TypeSoil Type Hydrologic Soil GroupHydrologic Soil GroupHydrologic Soil GroupHydrologic Soil Group
4.304.304.304.30 100%100%100%100% CCCC
Total 4.304.304.304.30 100%100%100%100%
CURVE NUMBER:CURVE NUMBER:CURVE NUMBER:CURVE NUMBER:
Predeveloped CNPredeveloped CNPredeveloped CNPredeveloped CN
50/50 Condition
Cover TypeCover TypeCover TypeCover Type Area (ac)Area (ac)Area (ac)Area (ac) %%%% CNCNCNCN Wtd. CNWtd. CNWtd. CNWtd. CN
WoodsWoodsWoodsWoods 2.152.152.152.15 50%70707070 35.00
GrassGrassGrassGrass 2.152.152.152.15 50%74747474 37.00
0% 0.00
Total 4.30 72.00
Composite CNComposite CNComposite CNComposite CN Use CN =Use CN =Use CN =Use CN =72.0072.0072.0072.00
Postdeveloped CNPostdeveloped CNPostdeveloped CNPostdeveloped CN
Cover TypeCover TypeCover TypeCover Type Area (ac)Area (ac)Area (ac)Area (ac) %%%% CNCNCNCN Wtd. CNWtd. CNWtd. CNWtd. CN
Impervious Impervious Impervious Impervious 3.083.083.083.08 72%98989898 70.15
GrassGrassGrassGrass 1.221.221.221.22 0.28 74747474 21.03
0.00 0.00
Total 4.30 91.18
Composite CNComposite CNComposite CNComposite CN Use CN =Use CN =Use CN =Use CN =91.0091.0091.0091.00
HYDROLOGIC CALCULATIONSHYDROLOGIC CALCULATIONSHYDROLOGIC CALCULATIONSHYDROLOGIC CALCULATIONS
Post-developed
Drainage area (DA)4.304.304.304.30 ac.ac.ac.ac.4.304.304.304.30 acacacac
Cuve Number (CN)72727272 91919191
Time of Concentration 0.250.250.250.25 hr.hr.hr.hr.0.080.080.080.08 hr.hr.hr.hr.
Impervious Percentage 0%0%0%0%72%72%72%72%
WATER QUALITY VOLUME (1")WATER QUALITY VOLUME (1")WATER QUALITY VOLUME (1")WATER QUALITY VOLUME (1")
Volume must be released over a period of 2-5 days
Using the runoff volume calculations in the "Simple Method" :
Rv = 0.05 + .009 (I)
Rv=Rv=Rv=Rv=0.690.690.690.69 in/inin/inin/inin/in
WQv = (Design rainfall) (Rv) (Drainage Area)
WQv = 1" rainfall x Rv in/in x 1/12 in/ft x Da = WQv=0.250.250.250.25 ac-ftac-ftac-ftac-ft
10,84110,84110,84110,841 ftftftft3333
0.690.690.690.69 inininin
CHANNEL PROTECTION VOLUMECHANNEL PROTECTION VOLUMECHANNEL PROTECTION VOLUMECHANNEL PROTECTION VOLUME
Q=(P-0.2S)^2/(P+0.8S)
Q=accumulated runoff volume, inches
P=accumulated rainfall (potential maximum runoff), inches 2.58 in
S=potential maximum soil retention, inches = 1000/CN-10 =0.99 in
CN=SCS curve number
Q=Q=Q=Q=1.681.681.681.68 cfscfscfscfs
Compute Watershed Runoff
CPv=CPv=CPv=CPv=0.600.600.600.60 ac-ftac-ftac-ftac-ft
Channel Protection Volume Release Rate (1yr, 24 hr storm)
1.5 day
36 hour
Release=Release=Release=Release=0.2030.2030.2030.203 cfscfscfscfs
Determine Orifice Size for drawdownDetermine Orifice Size for drawdownDetermine Orifice Size for drawdownDetermine Orifice Size for drawdown
Q= CA x sqrt(2gh) orifice equation
aA= Area of orifice a sqft
t= Time to drawdown 129,600 sec 36 hour
g= Gravity constant 32.2 ft/s^2
h= Change in head 1.00 ft
C= Orifice constant 0.6
Maximum orifice area = 0.0421 sq ft
Maximum orifice size =Maximum orifice size =Maximum orifice size =Maximum orifice size = 2.782.782.782.78 in.
Pre-developed
ReafieldReafieldReafieldReafield Urban Design PartnersUrban Design PartnersUrban Design PartnersUrban Design Partners
JOB NO.:16-11516-11516-11516-115 BY:udpudpudpudp 1318-E6 Central Avenue
DATE:05.15.1705.15.1705.15.1705.15.17 P.M.:hjthjthjthjt Charlotte, NC 28205
REVISED: SAND FILTER DESIGNSAND FILTER DESIGNSAND FILTER DESIGNSAND FILTER DESIGN
Sand Filter Design RequirementsSand Filter Design RequirementsSand Filter Design RequirementsSand Filter Design Requirements
Design MethodDesign MethodDesign MethodDesign Method
Design Method TSSTSSTSSTSS
Detention Time 2.02.02.02.0 daysdaysdaysdays
Filter Bed Depth 1.51.51.51.5 ftftftft
Underdrain System Thickness 1.01.01.01.0 ftftftft
Hydrologic CalculationsHydrologic CalculationsHydrologic CalculationsHydrologic Calculations
Post-developed
Drainage area to pond (Da)= 4.304.304.304.30 ac.ac.ac.ac.4.304.304.304.30 acacacac
Cuve Number (CN)72727272 91919191
Time of Concentration 0.250.250.250.25 hr.hr.hr.hr.0.080.080.080.08 hr.hr.hr.hr.
Impervious Percentage 0%0%0%0%72%72%72%72%
Water Quality Volume (1" rainfall)Water Quality Volume (1" rainfall)Water Quality Volume (1" rainfall)Water Quality Volume (1" rainfall)
Volume must be released over a period of 2-5 days
Using the runoff volume calculations in the "Simple Method" :
Rv = 0.05 + .009 (I)
Rv=Rv=Rv=Rv=0.690.690.690.69 in/inin/inin/inin/in
WQv = (Design rainfall) (Rv) (Drainage Area)
WQv = 1" rainfall x Rv in/in x 1/12 in/ft x Da = WQv=0.250.250.250.25 ac-ftac-ftac-ftac-ft
10,84110,84110,84110,841 cfcfcfcf
0.690.690.690.69 inininin
Channel Protection VolumeChannel Protection VolumeChannel Protection VolumeChannel Protection Volume
Q=(P-0.2S)^2/(P+0.8S)
Q=accumulated runoff volume, inches
P=accumulated rainfall (potential maximum runoff), inches 2.58 in
S=potential maximum soil retention, inches = 1000/CN-10 =0.99 in
CN=SCS curve number 91
Q=Q=Q=Q=1.681.681.681.68 cfscfscfscfs
Computer Watershed Runoff
CPv=CPv=CPv=CPv=0.600.600.600.60 ac-ftac-ftac-ftac-ft 26286.54782 13143.27
Pre-developed
ReafieldReafieldReafieldReafield Urban Design PartnersUrban Design PartnersUrban Design PartnersUrban Design Partners
JOB NO.:16-11516-11516-11516-115 BY:udpudpudpudp 1318-E6 Central Avenue
DATE:05.15.1705.15.1705.15.1705.15.17 P.M.:hjthjthjthjt Charlotte, NC 28205
REVISED: SAND FILTER DESIGNSAND FILTER DESIGNSAND FILTER DESIGNSAND FILTER DESIGN
Calculate Release RatesCalculate Release RatesCalculate Release RatesCalculate Release Rates
Water Quality Release Rate (1" rainfall)
2.00 days
48 hours
Release=Release=Release=Release=0.0590.0590.0590.059 cfscfscfscfs
Channel Protection Volume Release Rate (1yr, 24 hr storm)
hold volume 24 hrs past center of storm (12 hr)
36 hours
Release=Release=Release=Release=0.2030.2030.2030.203 cfscfscfscfs
Calculate Pretreatment System RequirementsCalculate Pretreatment System RequirementsCalculate Pretreatment System RequirementsCalculate Pretreatment System Requirements
sedimentation chamber must hold 20% of the WQv
Volume=2,168 cf (required)
Chamber Approximate Dimensions
Depth=3333 ftftftft
Length=45454545 ftftftft
Width=20202020 ftftftft
Area=900900900900 sfsfsfsf
Volume=2,7002,7002,7002,700 cfcfcfcf Okay
Determine Suface Area to Treat WQvDetermine Suface Area to Treat WQvDetermine Suface Area to Treat WQvDetermine Suface Area to Treat WQv
Surface Area based on Darcy's Equation
Af=(WQv)(df)/{(k)(h+d)(t)}
Af=surface area of ponding area (sq ft)
WQv=water quality control volume 10,841 cf
d=filter bed depth 1.5 ft
k=coefficient of permeability of filter media 3.5 ft/day
h=average height of water above filter bed (ft)0.5 ft 24" max for WQ storm event
t=design filter bed drain time (days)2.00 day
Af=1,161 sf
Determine DimensionsDetermine DimensionsDetermine DimensionsDetermine Dimensions
Length=65.065.065.065.0 ftftftft
Width=18.918.918.918.9 ftftftft
Area=1,2321,2321,2321,232 sfsfsfsf
Stage/Storage TableStage/Storage TableStage/Storage TableStage/Storage Table
Elevation Area Area Volume Volume Elevation Area Area Volume Volume
(msl) (sf) (ac) (cu-ft) (ac-ft) (msl) (sf) (ac) (cu-ft) (ac-ft)
585 7,743 0.178 0 0.000 585 3,432 0.079 0 0.000
586 10,147 0.233 8,909 0.205 586 4,637 0.106 4,015 0.092
587 12,665 0.291 20,280 0.466 587 5,899 0.135 9,266 0.213
588 15,307 0.351 34,232 0.786
589 17,841 0.410 50,773 1.166
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JOB NO.:16-11516-11516-11516-115 BY:udpudpudpudp 1318-E6 Central Avenue
DATE:05.15.1705.15.1705.15.1705.15.17 P.M.:hjthjthjthjt Charlotte, NC 28205
REVISED: SAND FILTER DESIGNSAND FILTER DESIGNSAND FILTER DESIGNSAND FILTER DESIGN
Stage/Discharge TableStage/Discharge TableStage/Discharge TableStage/Discharge Table
Q=Af(k)(h+d)/(d)
Af=surface area of ponding area (sq ft)1,232 sf
d=filter bed depth 1.5 ft
k=coefficient of permeability of filter media 3.5 ft/day
h=average height of water above filter bed (ft)
Elevation Height Fow Flow
(msl) (ft) (cf/day) (cfs)
585 0 0 0.000
586 1 7,187 0.083
587 2 10,061 0.116
588 3 12,936 0.150
589 4 15,811 0.183
Water Quality Surface Elevation (Interpolation)Water Quality Surface Elevation (Interpolation)Water Quality Surface Elevation (Interpolation)Water Quality Surface Elevation (Interpolation)
Elev Storage Volume Storage Area
585 0.000 7,743
Elev 0.249 10,668
586 0.205 10,147
Temp. Storage Elev: 1.22 ft. above perm. pool elev.
Temp. Pool Elev:Temp. Pool Elev:Temp. Pool Elev:Temp. Pool Elev: 586.22586.22586.22586.22
BMP
ROUTINGS

1-INCH
ROUTING

1
Predeveloped
2
Post Developed
3
Sand Filter
Routing Diagram for 16-115 BMP
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net, Printed 6/20/2017
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr WQ Rainfall=1.00"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Subcatchment 1: Predeveloped
Runoff = 0.01 cfs @ 17.85 hrs, Volume= 0.004 af, Depth= 0.01"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Type II 24-hr WQ Rainfall=1.00"
Area (ac) CN Description
* 4.300 72
4.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry, Pre Tc
Subcatchment 1: Predeveloped
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)0.006
0.005
0.005
0.004
0.004
0.003
0.003
0.002
0.002
0.001
0.001
0.000
0
Type II 24-hr
WQ Rainfall=1.00"
Runoff Area=4.300 ac
Runoff Volume=0.004 af
Runoff Depth=0.01"
Tc=15.0 min
CN=72
0.01 cfs
Type II 24-hr WQ Rainfall=1.00"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Subcatchment 2: Post Developed
Runoff = 2.85 cfs @ 11.97 hrs, Volume= 0.129 af, Depth= 0.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Type II 24-hr WQ Rainfall=1.00"
Area (ac) CN Description
* 4.300 91
4.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Post Tc
Subcatchment 2: Post Developed
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)3
2
1
0
Type II 24-hr
WQ Rainfall=1.00"
Runoff Area=4.300 ac
Runoff Volume=0.129 af
Runoff Depth=0.36"
Tc=5.0 min
CN=91
2.85 cfs
Type II 24-hr WQ Rainfall=1.00"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Pond 3: Sand Filter
Inflow Area = 4.300 ac, 0.00% Impervious, Inflow Depth = 0.36" for WQ event
Inflow = 2.85 cfs @ 11.97 hrs, Volume= 0.129 af
Outflow = 0.04 cfs @ 19.64 hrs, Volume= 0.106 af, Atten= 99%, Lag= 460.4 min
Primary = 0.04 cfs @ 19.64 hrs, Volume= 0.106 af
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Peak Elev= 585.50' @ 19.64 hrs Surf.Area= 8,575 sf Storage= 3,979 cf
Flood Elev= 589.00' Surf.Area= 17,841 sf Storage= 49,861 cf
Plug-Flow detention time= 1,077.4 min calculated for 0.106 af (83% of inflow)
Center-of-Mass det. time= 998.7 min ( 1,850.1 - 851.4 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 49,861 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
585.00 7,418 0 0
586.00 9,743 8,581 8,581
587.00 12,181 10,962 19,543
588.00 15,307 13,744 33,287
589.00 17,841 16,574 49,861
Device Routing Invert Outlet Devices
#1 Primary 584.50'18.0" Round 18" Outlet L= 69.0' Ke= 0.500
Inlet / Outlet Invert= 584.50' / 584.00' S= 0.0072 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 585.00'Sand Bed
Head (feet) 0.00 1.00 2.00 3.00 4.00
Disch. (cfs) 0.000 0.083 0.116 0.150 0.183
#3 Device 1 586.00'18.0" W x 6.0" H Vert. Rectangular Orifice C= 0.600
#4 Device 1 588.00'1.0" x 1.0" Horiz. Grate Top X 48.00 columns
X 48 rows C= 0.600 in 48.0" x 48.0" Grate (100% open area)
Limited to weir flow at low heads
#5 Secondary 588.40'20.0' long x 10.0' breadth Spillway
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
Type II 24-hr WQ Rainfall=1.00"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Primary OutFlow Max=0.04 cfs @ 19.64 hrs HW=585.50' (Free Discharge)
1=18" Outlet (Passes 0.04 cfs of 3.68 cfs potential flow)
2=Sand Bed (Custom Controls 0.04 cfs)
3=Rectangular Orifice ( Controls 0.00 cfs)
4=Grate Top ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
5=Spillway ( Controls 0.00 cfs)
Pond 3: Sand Filter
Inflow
Outflow
Primary
Secondary
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)3
2
1
0
Inflow Area=4.300 ac
Peak Elev=585.50'
Storage=3,979 cf
2.85 cfs
0.04 cfs
0.04 cfs
0.00 cfs
1-YR
ROUTING

Type II 24-hr 1-yr Rainfall=2.93"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Subcatchment 1: Predeveloped
Runoff = 3.92 cfs @ 12.09 hrs, Volume= 0.275 af, Depth= 0.77"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Type II 24-hr 1-yr Rainfall=2.93"
Area (ac) CN Description
* 4.300 72
4.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry, Pre Tc
Subcatchment 1: Predeveloped
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)4
3
2
1
0
Type II 24-hr
1-yr Rainfall=2.93"
Runoff Area=4.300 ac
Runoff Volume=0.275 af
Runoff Depth=0.77"
Tc=15.0 min
CN=72
3.92 cfs
Type II 24-hr 1-yr Rainfall=2.93"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Subcatchment 2: Post Developed
Runoff = 15.25 cfs @ 11.96 hrs, Volume= 0.719 af, Depth= 2.01"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Type II 24-hr 1-yr Rainfall=2.93"
Area (ac) CN Description
* 4.300 91
4.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Post Tc
Subcatchment 2: Post Developed
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
1-yr Rainfall=2.93"
Runoff Area=4.300 ac
Runoff Volume=0.719 af
Runoff Depth=2.01"
Tc=5.0 min
CN=91
15.25 cfs
Type II 24-hr 1-yr Rainfall=2.93"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Pond 3: Sand Filter
Inflow Area = 4.300 ac, 0.00% Impervious, Inflow Depth = 2.01" for 1-yr event
Inflow = 15.25 cfs @ 11.96 hrs, Volume= 0.719 af
Outflow = 2.50 cfs @ 12.14 hrs, Volume= 0.664 af, Atten= 84%, Lag= 10.6 min
Primary = 2.50 cfs @ 12.14 hrs, Volume= 0.664 af
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Peak Elev= 586.70' @ 12.14 hrs Surf.Area= 11,450 sf Storage= 16,001 cf
Flood Elev= 589.00' Surf.Area= 17,841 sf Storage= 49,861 cf
Plug-Flow detention time= 459.1 min calculated for 0.664 af (92% of inflow)
Center-of-Mass det. time= 417.9 min ( 1,219.7 - 801.8 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 49,861 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
585.00 7,418 0 0
586.00 9,743 8,581 8,581
587.00 12,181 10,962 19,543
588.00 15,307 13,744 33,287
589.00 17,841 16,574 49,861
Device Routing Invert Outlet Devices
#1 Primary 584.50'18.0" Round 18" Outlet L= 69.0' Ke= 0.500
Inlet / Outlet Invert= 584.50' / 584.00' S= 0.0072 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 585.00'Sand Bed
Head (feet) 0.00 1.00 2.00 3.00 4.00
Disch. (cfs) 0.000 0.083 0.116 0.150 0.183
#3 Device 1 586.00'18.0" W x 6.0" H Vert. Rectangular Orifice C= 0.600
#4 Device 1 588.00'1.0" x 1.0" Horiz. Grate Top X 48.00 columns
X 48 rows C= 0.600 in 48.0" x 48.0" Grate (100% open area)
Limited to weir flow at low heads
#5 Secondary 588.40'20.0' long x 10.0' breadth Spillway
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
Type II 24-hr 1-yr Rainfall=2.93"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Primary OutFlow Max=2.49 cfs @ 12.14 hrs HW=586.70' (Free Discharge)
1=18" Outlet (Passes 2.49 cfs of 9.35 cfs potential flow)
2=Sand Bed (Custom Controls 0.11 cfs)
3=Rectangular Orifice (Orifice Controls 2.39 cfs @ 3.19 fps)
4=Grate Top ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
5=Spillway ( Controls 0.00 cfs)
Pond 3: Sand Filter
Inflow
Outflow
Primary
Secondary
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=4.300 ac
Peak Elev=586.70'
Storage=16,001 cf
15.25 cfs
2.50 cfs
2.50 cfs
0.00 cfs
10-YR
ROUTING

Type II 24-hr 10-yr Rainfall=5.15"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Subcatchment 1: Predeveloped
Runoff = 12.80 cfs @ 12.08 hrs, Volume= 0.829 af, Depth= 2.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Type II 24-hr 10-yr Rainfall=5.15"
Area (ac) CN Description
* 4.300 72
4.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry, Pre Tc
Subcatchment 1: Predeveloped
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10-yr Rainfall=5.15"
Runoff Area=4.300 ac
Runoff Volume=0.829 af
Runoff Depth=2.31"
Tc=15.0 min
CN=72
12.80 cfs
Type II 24-hr 10-yr Rainfall=5.15"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Subcatchment 2: Post Developed
Runoff = 29.95 cfs @ 11.96 hrs, Volume= 1.479 af, Depth= 4.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Type II 24-hr 10-yr Rainfall=5.15"
Area (ac) CN Description
* 4.300 91
4.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Post Tc
Subcatchment 2: Post Developed
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
10-yr Rainfall=5.15"
Runoff Area=4.300 ac
Runoff Volume=1.479 af
Runoff Depth=4.13"
Tc=5.0 min
CN=91
29.95 cfs
Type II 24-hr 10-yr Rainfall=5.15"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Pond 3: Sand Filter
Inflow Area = 4.300 ac, 0.00% Impervious, Inflow Depth = 4.13" for 10-yr event
Inflow = 29.95 cfs @ 11.96 hrs, Volume= 1.479 af
Outflow = 4.86 cfs @ 12.13 hrs, Volume= 1.422 af, Atten= 84%, Lag= 10.6 min
Primary = 4.86 cfs @ 12.13 hrs, Volume= 1.422 af
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Peak Elev= 587.96' @ 12.13 hrs Surf.Area= 15,176 sf Storage= 32,646 cf
Flood Elev= 589.00' Surf.Area= 17,841 sf Storage= 49,861 cf
Plug-Flow detention time= 270.3 min calculated for 1.422 af (96% of inflow)
Center-of-Mass det. time= 247.2 min ( 1,028.9 - 781.7 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 49,861 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
585.00 7,418 0 0
586.00 9,743 8,581 8,581
587.00 12,181 10,962 19,543
588.00 15,307 13,744 33,287
589.00 17,841 16,574 49,861
Device Routing Invert Outlet Devices
#1 Primary 584.50'18.0" Round 18" Outlet L= 69.0' Ke= 0.500
Inlet / Outlet Invert= 584.50' / 584.00' S= 0.0072 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 585.00'Sand Bed
Head (feet) 0.00 1.00 2.00 3.00 4.00
Disch. (cfs) 0.000 0.083 0.116 0.150 0.183
#3 Device 1 586.00'18.0" W x 6.0" H Vert. Rectangular Orifice C= 0.600
#4 Device 1 588.00'1.0" x 1.0" Horiz. Grate Top X 48.00 columns
X 48 rows C= 0.600 in 48.0" x 48.0" Grate (100% open area)
Limited to weir flow at low heads
#5 Secondary 588.40'20.0' long x 10.0' breadth Spillway
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
Type II 24-hr 10-yr Rainfall=5.15"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Primary OutFlow Max=4.86 cfs @ 12.13 hrs HW=587.96' (Free Discharge)
1=18" Outlet (Passes 4.86 cfs of 13.38 cfs potential flow)
2=Sand Bed (Custom Controls 0.15 cfs)
3=Rectangular Orifice (Orifice Controls 4.71 cfs @ 6.28 fps)
4=Grate Top ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
5=Spillway ( Controls 0.00 cfs)
Pond 3: Sand Filter
Inflow
Outflow
Primary
Secondary
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=4.300 ac
Peak Elev=587.96'
Storage=32,646 cf
29.95 cfs
4.86 cfs
4.86 cfs
0.00 cfs
25-YR
ROUTING

Type II 24-hr 25-yr Rainfall=6.14"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Subcatchment 1: Predeveloped
Runoff = 17.28 cfs @ 12.07 hrs, Volume= 1.114 af, Depth= 3.11"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Type II 24-hr 25-yr Rainfall=6.14"
Area (ac) CN Description
* 4.300 72
4.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry, Pre Tc
Subcatchment 1: Predeveloped
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
25-yr Rainfall=6.14"
Runoff Area=4.300 ac
Runoff Volume=1.114 af
Runoff Depth=3.11"
Tc=15.0 min
CN=72
17.28 cfs
Type II 24-hr 25-yr Rainfall=6.14"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Subcatchment 2: Post Developed
Runoff = 36.43 cfs @ 11.96 hrs, Volume= 1.825 af, Depth= 5.09"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Type II 24-hr 25-yr Rainfall=6.14"
Area (ac) CN Description
* 4.300 91
4.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Post Tc
Subcatchment 2: Post Developed
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (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
25-yr Rainfall=6.14"
Runoff Area=4.300 ac
Runoff Volume=1.825 af
Runoff Depth=5.09"
Tc=5.0 min
CN=91
36.43 cfs
Type II 24-hr 25-yr Rainfall=6.14"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Pond 3: Sand Filter
Inflow Area = 4.300 ac, 0.00% Impervious, Inflow Depth = 5.09" for 25-yr event
Inflow = 36.43 cfs @ 11.96 hrs, Volume= 1.825 af
Outflow = 12.91 cfs @ 12.07 hrs, Volume= 1.768 af, Atten= 65%, Lag= 6.7 min
Primary = 12.91 cfs @ 12.07 hrs, Volume= 1.768 af
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Peak Elev= 588.28' @ 12.07 hrs Surf.Area= 16,008 sf Storage= 37,617 cf
Flood Elev= 589.00' Surf.Area= 17,841 sf Storage= 49,861 cf
Plug-Flow detention time= 232.2 min calculated for 1.767 af (97% of inflow)
Center-of-Mass det. time= 214.0 min ( 990.0 - 776.0 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 49,861 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
585.00 7,418 0 0
586.00 9,743 8,581 8,581
587.00 12,181 10,962 19,543
588.00 15,307 13,744 33,287
589.00 17,841 16,574 49,861
Device Routing Invert Outlet Devices
#1 Primary 584.50'18.0" Round 18" Outlet L= 69.0' Ke= 0.500
Inlet / Outlet Invert= 584.50' / 584.00' S= 0.0072 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 585.00'Sand Bed
Head (feet) 0.00 1.00 2.00 3.00 4.00
Disch. (cfs) 0.000 0.083 0.116 0.150 0.183
#3 Device 1 586.00'18.0" W x 6.0" H Vert. Rectangular Orifice C= 0.600
#4 Device 1 588.00'1.0" x 1.0" Horiz. Grate Top X 48.00 columns
X 48 rows C= 0.600 in 48.0" x 48.0" Grate (100% open area)
Limited to weir flow at low heads
#5 Secondary 588.40'20.0' long x 10.0' breadth Spillway
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
Type II 24-hr 25-yr Rainfall=6.14"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Primary OutFlow Max=12.71 cfs @ 12.07 hrs HW=588.27' (Free Discharge)
1=18" Outlet (Passes 12.71 cfs of 14.21 cfs potential flow)
2=Sand Bed (Custom Controls 0.16 cfs)
3=Rectangular Orifice (Orifice Controls 5.13 cfs @ 6.84 fps)
4=Grate Top (Weir Controls 7.42 cfs @ 1.71 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
5=Spillway ( Controls 0.00 cfs)
Pond 3: Sand Filter
Inflow
Outflow
Primary
Secondary
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=4.300 ac
Peak Elev=588.28'
Storage=37,617 cf
36.43 cfs
12.91 cfs
12.91 cfs
0.00 cfs
50-YR
ROUTING

Type II 24-hr 50-yr Rainfall=6.93"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Subcatchment 1: Predeveloped
Runoff = 20.96 cfs @ 12.07 hrs, Volume= 1.351 af, Depth= 3.77"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Type II 24-hr 50-yr Rainfall=6.93"
Area (ac) CN Description
* 4.300 72
4.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry, Pre Tc
Subcatchment 1: Predeveloped
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)23
22
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
50-yr Rainfall=6.93"
Runoff Area=4.300 ac
Runoff Volume=1.351 af
Runoff Depth=3.77"
Tc=15.0 min
CN=72
20.96 cfs
Type II 24-hr 50-yr Rainfall=6.93"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Subcatchment 2: Post Developed
Runoff = 41.58 cfs @ 11.96 hrs, Volume= 2.103 af, Depth= 5.87"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Type II 24-hr 50-yr Rainfall=6.93"
Area (ac) CN Description
* 4.300 91
4.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Post Tc
Subcatchment 2: Post Developed
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)46
44
42
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
50-yr Rainfall=6.93"
Runoff Area=4.300 ac
Runoff Volume=2.103 af
Runoff Depth=5.87"
Tc=5.0 min
CN=91
41.58 cfs
Type II 24-hr 50-yr Rainfall=6.93"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Pond 3: Sand Filter
Inflow Area = 4.300 ac, 0.00% Impervious, Inflow Depth = 5.87" for 50-yr event
Inflow = 41.58 cfs @ 11.96 hrs, Volume= 2.103 af
Outflow = 16.03 cfs @ 12.06 hrs, Volume= 2.046 af, Atten= 61%, Lag= 6.3 min
Primary = 14.75 cfs @ 12.06 hrs, Volume= 2.038 af
Secondary = 1.28 cfs @ 12.06 hrs, Volume= 0.008 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Peak Elev= 588.49' @ 12.06 hrs Surf.Area= 16,540 sf Storage= 41,036 cf
Flood Elev= 589.00' Surf.Area= 17,841 sf Storage= 49,861 cf
Plug-Flow detention time= 210.6 min calculated for 2.046 af (97% of inflow)
Center-of-Mass det. time= 193.6 min ( 965.9 - 772.3 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 49,861 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
585.00 7,418 0 0
586.00 9,743 8,581 8,581
587.00 12,181 10,962 19,543
588.00 15,307 13,744 33,287
589.00 17,841 16,574 49,861
Device Routing Invert Outlet Devices
#1 Primary 584.50'18.0" Round 18" Outlet L= 69.0' Ke= 0.500
Inlet / Outlet Invert= 584.50' / 584.00' S= 0.0072 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 585.00'Sand Bed
Head (feet) 0.00 1.00 2.00 3.00 4.00
Disch. (cfs) 0.000 0.083 0.116 0.150 0.183
#3 Device 1 586.00'18.0" W x 6.0" H Vert. Rectangular Orifice C= 0.600
#4 Device 1 588.00'1.0" x 1.0" Horiz. Grate Top X 48.00 columns
X 48 rows C= 0.600 in 48.0" x 48.0" Grate (100% open area)
Limited to weir flow at low heads
#5 Secondary 588.40'20.0' long x 10.0' breadth Spillway
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
Type II 24-hr 50-yr Rainfall=6.93"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Primary OutFlow Max=14.74 cfs @ 12.06 hrs HW=588.49' (Free Discharge)
1=18" Outlet (Barrel Controls 14.74 cfs @ 8.34 fps)
2=Sand Bed (Passes < 0.17 cfs potential flow)
3=Rectangular Orifice (Passes < 5.40 cfs potential flow)
4=Grate Top (Passes < 17.68 cfs potential flow)
Secondary OutFlow Max=1.24 cfs @ 12.06 hrs HW=588.49' (Free Discharge)
5=Spillway (Weir Controls 1.24 cfs @ 0.73 fps)
Pond 3: Sand Filter
Inflow
Outflow
Primary
Secondary
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=4.300 ac
Peak Elev=588.49'
Storage=41,036 cf
41.58 cfs
16.03 cfs
14.75 cfs
1.28 cfs
100-YR
ROUTING

Type II 24-hr 100-yr Rainfall=7.75"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Subcatchment 1: Predeveloped
Runoff = 24.84 cfs @ 12.07 hrs, Volume= 1.604 af, Depth= 4.48"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Type II 24-hr 100-yr Rainfall=7.75"
Area (ac) CN Description
* 4.300 72
4.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry, Pre Tc
Subcatchment 1: Predeveloped
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
100-yr Rainfall=7.75"
Runoff Area=4.300 ac
Runoff Volume=1.604 af
Runoff Depth=4.48"
Tc=15.0 min
CN=72
24.84 cfs
Type II 24-hr 100-yr Rainfall=7.75"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Subcatchment 2: Post Developed
Runoff = 46.89 cfs @ 11.96 hrs, Volume= 2.393 af, Depth= 6.68"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Type II 24-hr 100-yr Rainfall=7.75"
Area (ac) CN Description
* 4.300 91
4.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Post Tc
Subcatchment 2: Post Developed
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)52
50
48
46
44
42
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-yr Rainfall=7.75"
Runoff Area=4.300 ac
Runoff Volume=2.393 af
Runoff Depth=6.68"
Tc=5.0 min
CN=91
46.89 cfs
Type II 24-hr 100-yr Rainfall=7.75"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Summary for Pond 3: Sand Filter
Inflow Area = 4.300 ac, 0.00% Impervious, Inflow Depth = 6.68" for 100-yr event
Inflow = 46.89 cfs @ 11.96 hrs, Volume= 2.393 af
Outflow = 22.11 cfs @ 12.05 hrs, Volume= 2.335 af, Atten= 53%, Lag= 5.5 min
Primary = 15.18 cfs @ 12.05 hrs, Volume= 2.268 af
Secondary = 6.93 cfs @ 12.05 hrs, Volume= 0.067 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Peak Elev= 588.67' @ 12.05 hrs Surf.Area= 16,996 sf Storage= 44,054 cf
Flood Elev= 589.00' Surf.Area= 17,841 sf Storage= 49,861 cf
Plug-Flow detention time= 192.2 min calculated for 2.335 af (98% of inflow)
Center-of-Mass det. time= 177.0 min ( 946.0 - 769.0 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 49,861 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
585.00 7,418 0 0
586.00 9,743 8,581 8,581
587.00 12,181 10,962 19,543
588.00 15,307 13,744 33,287
589.00 17,841 16,574 49,861
Device Routing Invert Outlet Devices
#1 Primary 584.50'18.0" Round 18" Outlet L= 69.0' Ke= 0.500
Inlet / Outlet Invert= 584.50' / 584.00' S= 0.0072 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 585.00'Sand Bed
Head (feet) 0.00 1.00 2.00 3.00 4.00
Disch. (cfs) 0.000 0.083 0.116 0.150 0.183
#3 Device 1 586.00'18.0" W x 6.0" H Vert. Rectangular Orifice C= 0.600
#4 Device 1 588.00'1.0" x 1.0" Horiz. Grate Top X 48.00 columns
X 48 rows C= 0.600 in 48.0" x 48.0" Grate (100% open area)
Limited to weir flow at low heads
#5 Secondary 588.40'20.0' long x 10.0' breadth Spillway
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
Type II 24-hr 100-yr Rainfall=7.75"16-115 BMP
Printed 6/20/2017Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 10.00-18 Sampler s/n S22731 © 2016 HydroCAD Software Solutions LLC
This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and
educational use ONLY. For actual design or modeling applications you MUST use a full version of
HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical
support,training materials, and additional features which are essential for actual design work.
Primary OutFlow Max=15.17 cfs @ 12.05 hrs HW=588.66' (Free Discharge)
1=18" Outlet (Barrel Controls 15.17 cfs @ 8.58 fps)
2=Sand Bed (Passes < 0.17 cfs potential flow)
3=Rectangular Orifice (Passes < 5.60 cfs potential flow)
4=Grate Top (Passes < 28.10 cfs potential flow)
Secondary OutFlow Max=6.69 cfs @ 12.05 hrs HW=588.66' (Free Discharge)
5=Spillway (Weir Controls 6.69 cfs @ 1.28 fps)
Pond 3: Sand Filter
Inflow
Outflow
Primary
Secondary
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)50
45
40
35
30
25
20
15
10
5
0
Inflow Area=4.300 ac
Peak Elev=588.67'
Storage=44,054 cf
46.89 cfs
22.11 cfs
15.18 cfs
6.93 cfs