SW3170803 - Reafield (3)

11
STORM DRAINAGE, RIPRAP APRON, & WATER QUALITY
CALCULATIONS
FOR
REARELD
Union County, North Carolina
George Macon
2400 South Blvd., Suite 300
Charlotte, NC 28203
Date: August 2, 2017
Revised:
Project No: 16-115
Calculations By: udp
1 I 1111,,,
�OQ�FESSIpy���9
p��S�����
08.02.17

ri rl 801,

R®afidd
_.' Urban Design Partners
1318-E6 Central Avenue
Charlotte, NC 28205
JOB NO.: 16-115 BY: udp
DATE: 05.16.17 P.M.: hit
REVISED:
STORM DRAINAGE DESIGN DATA
LOCATION
'FROM ' TO
DRAIN -
(acres)
- RUNOFF
C . I Q Inlet 0 pipe
(cfs) (cfs)
n,". > ° s '
_._ RIPEINVEIii
... ..... ........,.. _ _
ROfINOEO'
SLOPE LENGTH SIZE
(%) (ft) (inches)
.=z � ACTUAL
FULL ACT
VEL. CAPACITY` ` VEL: _
(fps) (cfs) (fps)
ELEV.
� �
INV 'INV
OUT IN
RIPE DEPTH
I _
_ ) =
(FROM) (FROM
Fii(11I , ' ` - COVER
ELEVATION DEPTH
'fl -17
CO -9
0.12
0.60
7.03
0.5
0.5
0.013
1.21%
58
10-
4.4 2.42 ` -137° -
587.50 586.80
591.50
3.17
Y1-�16
-YI-15
OA4_
0.60
7.03
0.2_
0.2
0.013
1.03%
34
10-
4.1 223 1.85
589.00 588.65
591.50
1.67
YIO-15
CO -12
0.01
0.60
7.03
0.1
0.2
0.013
0.94%
16
10 �
3.9 2.13 2.34
588.65 588.50
591.20
1.72
C2=1?,
, YI-11
0.00
0.60,
7.03
0.0
0.2 '
0.013
0.67°%
50
3.3 .. 1.80'. "1.98
588.24 ° 587.90
590.00
0.93
YI-13�
YI-13
CO -12
_0 t2
0.11
1,10_:60_z
0.60
_ 7.03_
7.03
- 0.5
0.5 m
_0.5
1.0
0.013_ ,,0.64%
0.013
0.66%
79
-10
10
32_ i.l6 2.60
3.3 1.79 3.28
589:00 588_.5_0
_ 588.50 588.24 _
_ 592.00
591.50
_2.1.7
2.17
00-12 _
yl -11
0.00
0.80
7.03
0.0
1.0
0,013
0.67°!0
_40
50
10
3.3 _ 1.80 330
588.24 587.90"
' 581.00
1.93
YI-11
YI-10
0.14
0.60
7.03
0.6
1.8
0.013
0.75%
80
10
3.5 1.90 4.18
587.90 587.30
590.50
1.77
YI-10 `
CO -9
0.14
0.60
7.03
0.6
2.4 -
0.013' -
0.78% .
64
-12
4.0 3.15 ' ' " "4.57 - •
587.30 586.80
590.50,
1.95
CO -9
CO -8
0.00
0.60
7.03
0.0
2.9
0.013
0.78%
103
12
4.0 3.15 4.81
586.80 586.00
594.75
6.70
GAO -8
CB -7
0.00
.0.60
°7.03
0.0
2.9
0.013
0.82%
103
12
4.1 3.24 4.87
586.00 585.15
591.00
3.75 r
CB -7
FES -6
0.20
0.60
7.03
0.8
3.7
0.013
0.81%
18
15
4.8 5.84 5.04
585.15 585.00
588.75
2.10
CB -5
CB -4
1.06
0.95
7.03
7.1
7.1
0.013
1.38%
14
18
7.0 12.37 7.21
585.45 585.25
587.80
0.56
FES -3
0.67
' O, J5
7.03-
4.5`
11.6
0.013:
1135%
18
':� -,1 ;.' e
6;q- 12.24- $ 31
5$5.25 585.00,
OS -Z
FES -1
0.000:95
';7.03; "
0.0
.12.9
0.013- ..
0.73%
69 -
` 18
5.1 8.97 6.19"
-584.50 584.00
'-'688.00'
1.71

� Me) 11 M(o IN( Ol

Reafield' -�
Urban Design Partners;,
1318-E6 Central Avenue
Charlotte, NG,28205 '
JOB NO.: 16-115 BY: udp
DATE: 05.16.17 P.M.: hjt
REVISED:
Skimmer Basin Design
DRAINAGE AREAS/REQ'D STORAGE
DESIGN 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 CONFIGURATIOPIPLANNED
BASIN SIZE
REFER TO EROSION CONTROL -P .
Bottom elevation 585 msl
Sediment Storage elevation 587 msl
Eley. ' , Area `' Cumulative V'olurfte C
Top of Berm 589 msl
585 8,046 0
586 10,409 9,227
587 12,830 20,847
BASIN EFFICIENCY
588 15,307 34,915
Sediment storage required: 7,758 cf
Sediment storage provided: 20,847 OKAY
Surface area required: 4,550 sq ft
Surface area provided: 12,830 OKAY
589 1 17,841 51,489
PRIMARY SPILLWAY DESIGN 2 -YEAR STORK
DESIGN FLOW (Q=CIA)
PRIMARY SPILLWAY DESIGN
Bare soil coefficient 'C' = 0.45
Spillway design: (L=Q/(C'hA1.5)); C=3.0, h= 1
Spillway length ® flow depth 10 ft
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
Design flow from site, 'Q' = 14 cfs 11

I tol- � i�� i�l � i��
N(F.A.Tillr*
T.FNIF
I c�, o , ,)
(STORM DRAINAGE OuTLEr PIPES

Roafield ` ° °
F Urban Design Partner"
3 1318-E6 Central Avenue
Charlotte, NC 28205
JOB NO.: 16-115 BY- udp
DATE: 05.16.17 P.M.: hit
REVISED:
Min. Area
RIP -RAP
DESIGN DATA
FES ID
q do ado
La w
Min. Area
V dso
(cfs) f n) (ft)
(ft) (ft)
(So
(fps) (m
FES -1
18.0 24 6.00
12.0 14.00
120
7.4 0.55
FES -3
11.9 18 4.50
10.0 1-t,50
80
8.4 %50
FES -6
3.5 15 3.75
10.0 11.25
75
4.9 0.45
l=ES-18
12.9 18 4.50F
',().0 � 11.50
1 80
9.1 0.5Q

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3©
�Outlet
�W 00 f LaM lit
Pipe
diGyef8" {[Ip�
a®
ff �l3
1
'
-}p� tfz 01 L'E
7th f4t'�
E
i
! t € f 1 i. F F.. tt3!f3.� 34i. tli
ZY�
50 100 2DO Boo
Discharge (ft 3/Sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet twotertkin protection f om a rour4 pipe flosvincg full, m€nimurn talfwelor condition (T'w a 0.5 dneter).
Basin 1 - 24" FES -1:
Q=18.0Cfs
do = 24"
3do = 6'
La = 12'
w= 14'
v = 7.4 fps
: IV.93 d50 = 0.55' 3.06-3

, K
Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3 o I
Nutlet N Do+ La
pip
diameter (Do)yz:
YFS'�txr"TM 0 s f
70.
\00"I
` s}
E'[
3 5 10 20 50 100 200 Sao
Discharge (Olsec)
Curares may not be extrapolate.
Figure 8.06a Design of out%t protection protcctioa from a mound pipes floevinzg full, minimurn taifKator condition (% < OZ diameter).
Basin 1 -18" FES -3:
Q=11.9cfs
da = 18"
ado = 4.5'
L,, 10'
w= 11.5'
v = 8.4 fps
IV93 d5o = 0.50'

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
20
F
HT!
outlet W Do + La 9€i �&�lSjPEe li tli.
diameter (136)so
ij
{(((
Iter MOO
}ti'�;
,,W
q 0E CIO[
, .
4
,
—1,+
r
r Ij
i-�
2t) 5£t 100
Discharge (ft3tsec)
4
R1
E
E Curves may not be extrapolated,
Figure 8.06a Design of outlet protn- dan p rotcetbon ftom a round pipe ftying dull, minimum tailwatar wndiflan (Tw a 0.6 (Fameter).
Basin 1 -18" FES -18:
Q=12.9 ds
j
do=18"
3do = 4.5'
r`
La=10'
w = 11.50'
i v=9.1fps
tV.93 d5o =0.50 ' 8.06.3
I!
_.
3
,
—1,+
r
r Ij
i-�
2t) 5£t 100
Discharge (ft3tsec)
4
R1
E
E Curves may not be extrapolated,
Figure 8.06a Design of outlet protn- dan p rotcetbon ftom a round pipe ftying dull, minimum tailwatar wndiflan (Tw a 0.6 (Fameter).
Basin 1 -18" FES -18:
Q=12.9 ds
j
do=18"
3do = 4.5'
r`
La=10'
w = 11.50'
i v=9.1fps
tV.93 d5o =0.50 ' 8.06.3
I!
_.

DRAINAGE AREAS:
(see attached drainage area map)
11 "IlPostdeveloped
Eredeveloped Drainage Area
4.30
acres
Drainage Area 4.30
acres
SOIL TYPES:
(see attached soils map
CURVE NUMBER:
rf-
McCON
Woods
2.15
50%
70
35.00
Grass
2.15
50%
74
37.00
0.00
0.00
otal
4.30
72.00
IComposite CN
Use CN =
Use CN
72.00:1
rf-
Impervious
3.08
72%
98
70.15
Grass
1.22
0.28
74
21.03
0.00
0.00
lComposite CN
Use CN =
91.00:1

HYDROLOGIC CALCULATIONS
Drainage area (DA)
Cuve Number (CN)
Time of Concentration
Impervious Percentage
Pre -developed
4.30 ac.
72
0.25 hr.
0%
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 (1)
Rv= 0.69 in/in
WQv = (Design rainfall) (Rv) (Drainage Area)
WQv = 1 " rainfall x Rv in/in x 1/12 in/ft x Da =
Post -developed
4.30 ac
91
0.08 hr.
72%
WQv= 0.25 ac -ft
10,841 ft'
0.69 in
CHANNEL PROTECTION VOLUME
Q= (P-0.2S)A2/(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= 1.68 cfs
Compute Watershed Runoff
CPV= 0.60 ac -ft
Channel Protection Volume Release Rate (1 yr, 24 hr storm)
1.5 day
36 hour
Release= 0.203 cfs
Determine Orifice Size for drawdown
Q= SCA x sgrx(2h) _
otffice 8quat9on
jAl
aA= Area of orifice
a
sgft
t= Time to drawdown
129,600
sec 36 hour
g= Gravity constant
32.2
�ftisA2
h= Change in head
1.00' '
ft
C= Orifice constant
0.6�,
„Maxirtiurn orifice area - }ti0421 sg ft"-,
Maximum orifice size = 2.78 im -"° ` ,

R i+ Id: _ f ` �s° -
F l�rban Design Padners
131,8-E6, Central Avenu&
Charlotte, NC468 05
JOB NO.: 16-115 BY: udp
DATE: 05.15.17 P.M.: hjt
REVISED:
"SAND FILTER DESIGN
Sand Filter Design Requirements
Desion Method
Design Method TSS
Detention Time 2.0 days
Filter Bed Depth 1.5 ft
Underdrain System Thickness 1.0 ft
Hydrologic Calculations
Pre -developed
Post -developed
Drainage area to pond (Da)=
4.30 ac.
4.30 ac
Cuve Number (CN)
72
91
Time of Concentration
0.25 hr.
0.08 hr.
Impervious Percentage
0%
72%
Water Qualily 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 (1)
Rv= 0.69 in/in
WQv = (Design rainfall) (Rv) (Drainage Area)
WQv = 1" rainfall x Rv in/in x 1/12 in/ft x Da = WQv= 0.25 ac -ft
10,841 cf
0.69 in
Channel 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= 1.68 cfs
Computer Watershed Runoff
CPV= 0.60 ac -ft 26286.54782 13143.27

���
et uo_�,
ReaF'r� -
�16-115 �BY:
., -Urban Design Rartries_=; �°
, , �' 1,318-E6 Central AwPnue
�° tea -
14, 2$205
JOB NO. ud
DATE: 05.15.17 P.M.: hjt-Charlotte=
REVISED:
Sa ,FILTER DESIGN
Calculate Release Rates
Water Quality Release Rate (1 " rainfall)
2.00 days
48 hours
Release= 0.059 cfs
Channel Protection Volume Release Rate (1 yr, 24 hr storm)
hold volume 24 hrs past center of storm (12 hr)
36 hours
Release= 0.203 cfs
Calculate Pretreatment System Requirements
sedimentation chamber must hold 20% of the WQv
Volume= 2,168 cf (required)
Chamber Approximate Dimensions
Depth=
3 ft
Length=
45 ft
Width=
20 ft
Area=
900 sf
Volume=
2,700 cf Okay
Determine 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
d= filter bed depth
k= coefficient of permeability of filter media
h= average height of water above filter bed (ft)
t= design filter bed drain time (days)
Af= 1,161 sf
Determine Dimensions
Length= 65.0 ft
Width= 18.9 ft
Area= 1,232 sf
Stage/Storage Table
Elevation
Area Area, Volumes
(ao) °(ou ft}
Volume
Carni#}
585
7,743
0.178
0
0.000
°"686
-110,147
- 0 233
„8>909
--0205 „
587
12,665
0.291
20,280
0.466
115,301
'0.251,*
34,232
589
17,841
0.410
50,773
1.166
r,,
- ,
7
10,841 cf
1.5 ft
3.5 ft/day
0.5 ft
2.00 day
24" max for WQ storm event
Elevation Area °A"rea Volume Vvol,-
( sp (st}�`'
(W -ft) (ac f#) a
585 3,432 0.079 0 0.000
4 0.06.
587 5,899 0.135 9,266 0.213

Stage/Discharge Table
Q~Af(k)(h+d)/(d)
Af=surface area of ponding area (sq ft)
d~filter bed depth
k~coefficient ofpermeability offilter media
h~average height ofwater above filter bed (ft)
Urban esidn'Pdrtn6 rs-
1318'- -'CPntralAyenue
585
Elev
586
REVISED:
SAND FILTER DESIGN4,�-,., -
Stage/Discharge Table
Q~Af(k)(h+d)/(d)
Af=surface area of ponding area (sq ft)
d~filter bed depth
k~coefficient ofpermeability offilter media
h~average height ofwater above filter bed (ft)
VVotarQuaUtv Surface Elevation Unteoohation
585
Elev
586
585
0
0
0.000
586
1
7,187
0.093
587
2
10,061
0.116
589
4
15,811
0.183
VVotarQuaUtv Surface Elevation Unteoohation
1,232 sf
1.5 ft
3.5 Wday
585
Elev
586
0.000
0.249
0.205
7,743
10,668
10,147
Verrip. Storage
Elev-,',-,,
1,22 ft. above perm. pool elev.
1,232 sf
1.5 ft
3.5 Wday

�I
, 601IN j "I

Post De
Predevel®ped
Subcat Reach on Link
I
A
Sand Filter

16-115 BMP Type 1124 -hr WO Rainfall=1.00"
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
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 Qa 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 WO 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
0006
I I
0 005-
I I
0 005
0004-
0
0040 004
I I I
I I I
w 0 003
I I I
0 003-
LL
0002-
0002' 0020002
I 1
0001-
1 I �
_
0 001
0 000
I I I
Subcatchment 1: Predeveloped
Hydrograph
I I I I I I I 1
-
- Type -11,24 ',h r!
I I I I I I I I
;WQ-Rainfall_f O'
Runoff -Area -4.300 aC- -
i
Runoff-volume=0.004:af -
1
Runoff Depth ; 0;.0;1'` -
'
Tc -15.0 min -
I p1
ywww I I I
■ _-%2 _
' Y-_I�
I i I I I I i
I I I I I I I I I I I I I
i I I I I I I I I i 1 I I I
':.." —,.rr...... .+�ri�r✓.rrsir.+fr.��✓.�. �..rri. risr{.

16-115 SMP Type// 24 -hr WO Rainfall=1.00"
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 6/20/2017
HydroCAD010.00-18 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 Qa 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
1
I
t
I
I
I
I
I
i
I
Subcatchment 2: Post Developed
� I �
285 cfs
I i i I
H ydrograph
Type I� 24=hr
I I I I � I I
WO Rainfall=1;.00"
I I �
Runoff Area=4.300I ' ac
Runoff VoWiine=0.129 of
Runoff Depth -",-0.36"
Tc=5:O m! in
I I I I
CN=91
I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
❑Runoff

16-115 BMP Type// 24 -hr WO Rainfall=1.00"
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad net Printed 6/20/2017
HydroCADO10 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 of
Outflow = 0.04 cfs @ 1 S.64 hrs, Volume= 0.106 af, Atten= 99%, Lag= 460.4 min
Primary = 0.04 cfs @ 19.64 hrs, Volume= 0.106 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
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 of (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=0.00727 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

16-115 BMP Type 1124 -hr WQ Rainfall=1.00"
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 6/20/2017
HydroCADOO 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)
L7=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)
=Grate Top ( Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
=Spillway ( Controls 0.00 cfs)
Pond 3: Sand Filter
Hydrograph
Inflow Area -4.300 ac
Peak Elev_585T50'
1 1 Storage=�3,979 cf
I � '
I I 1 I 1 I I
I I I I I I 1
I I i I i I I 1 I
I i I I I I
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
!011nflow
Outflow
Primary
Secondary

1 -YR

16-115 BMP Type 11 24 -hr 1 -yr Rainfal1=2.93"
Prepared by HydroCAD SAMPLER 1-800-927-7246 www hydrocad.net Printed 6/20/2017
HydroCAD010 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 00-6C 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
U
0
LL
Subcatchment 1: Predeveloped
Hydrograph
I i i I I t I 1 I I ' I I I I ❑Runoff
I i 39 cfs
4` Te I14-hll
\/{1
I I I 1 I i I I 1 I I I I I i
I
1 y Rainfall=I2I.93"
- - -- --I -I - -'
3- Runoff �0►rewA3010-ac
I I I I I ' i
I I I '
Ruh off Voliar*ne-0.2751af
Runoff Depth -4.77°
2 Tc -15:0 min
I 1 i i I I I
I
1 CN -72
� Y
I I i I 1 I I i 1 I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

16-115 BMP Type 11 24 -hr 1 -yr Rainfall=2.93"
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 6/20/2017
HydroCADOO 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 Qa 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
17 ,
,
16 .152
15-
14-
13-
12-
10-'
514131210
LL 7
6 .I
5 '
3-
2
1
Subcatchment 2: Post Developed
Hydrograph
I_ , �_ _ _ I _I _ � I. 1 _I � 1_ I _I _. _ I ❑Runoff
-I Type II 24.'hr--
I � I I I I I � I I I I I I I I I
-I-- i - -- - - - ; ,--,- - - -----;-1; yr Rain-fall�2:93"- -
_ _Runoff Area=4.30'0 ac
Runoff VolutbO=0.719 of
- -'
Runoff Depth -1.01"
�- - -' -- -- - ---I" I - - - �- - - -- I --
I I
ic= 5. 0I l m i n - -
CN=91
-
I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

16-115 BMP Type 11 24 -hr 1- yr Rainfall=2.93"
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
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 of
Outflow = 2.50 cfs @ 1214 hrs, Volume= 0.664 af, Atten= 84%, Lag= 10.6 min
Primary = 2.50 cfs @ 12.14 hrs, Volume= 0.664 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
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 of (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=000727 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

16-115 BMP Type 1124 -hr 1 -yr Rainfall=2.93"
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 6/20/2017
HydroCADOO 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)
't-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 C@ 3.19 fps)
=Grate Top ( Controls 0.00 cfs)
econdaryOutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
=Spillway ( Controls 0.00 cfs)
Pond 3: Sand Filter
Hydrograph
t --I Y---- -"-� - - l - -I--- - -
-I- -"- --I -�-
I I I � I
1525 cfs ,_ _ _ _ _ _ _ _ _ i I _ _ _ r_ I_ _ _ i I _ _
Inflow Area -4:300 at
- - - -- Peak !Ejev=566:70`- _
St®rags-1,65001-cf
250 Cf"
1
250 cfs
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
0Inflow
Outflow
❑ Primary
0 Secondary

16-115 BMP Type l/ 24 -hr 10 -yr Rainfall=5.15'
Prepared by HydroCAD SAMPLER 1-800-927-7246 www hydrocad.net Printed 6/20/2017
HydroCADOO 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
14
Subcatchment 1: Predeveloped
Hydrograph
- { -- hype -Il 24 -hr-
I
I I i i I I I 1 � I, I
- -: _I--,- ; 1-0 yr Rairtofall=5AS
Runoff Areas -4.300 ac
R!unoff!_Volume-0.829- of
Run'off- Qe,pth-R.3,1 "
Tc
, I . I
- -, - - - - - - - - ,=150 min-
7
- - -- - ---CN=72-
I I
LL,
+'fL/y..P.r//..%.�./y.•-----�:_��.�..+.s..��.�.Irrr.��f..�.r.�^ir'rs.+.ri.�.+�.Irrrr..A.i�.r�.rrr.��..A..�►.r..rlrrr...+r.+'
14 16 18 20
M
❑Runoff
13-
- -
12
10
9-
y 8
I i I
Subcatchment 1: Predeveloped
Hydrograph
- { -- hype -Il 24 -hr-
I
I I i i I I I 1 � I, I
- -: _I--,- ; 1-0 yr Rairtofall=5AS
Runoff Areas -4.300 ac
R!unoff!_Volume-0.829- of
Run'off- Qe,pth-R.3,1 "
Tc
, I . I
- -, - - - - - - - - ,=150 min-
7
- - -- - ---CN=72-
I I
LL,
+'fL/y..P.r//..%.�./y.•-----�:_��.�..+.s..��.�.Irrr.��f..�.r.�^ir'rs.+.ri.�.+�.Irrrr..A.i�.r�.rrr.��..A..�►.r..rlrrr...+r.+'
14 16 18 20
M
❑Runoff

16-115 BMP Type 1124 -hr 10 -yr Rainfall=5.15'
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
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 Qa 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
Hydrograph
32
- - - - - - 29 95 cfs-
30 Type 11 24-h I
28
26=
24-_ -; Runoff Areal=4.300 ac
22
-- ; - - ---_-Ruh_off� Vol'uine-1:479-af- -
20
18-:- r Runoff Depth=4.1;3';
I
0 16 _ . tc-5.01 rr in
LL 14 ' i
12 CN=91- -
--------; --II I - -- -,--,---,---- ,---,-- -I - ,-
10
i i I j
0-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28107"34 36'171 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

16115 BMP Type 1124 -hr 10 -yr Rainfall=5.15'
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 6/20/2017
HydroCAD010.00-18 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 of
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 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
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 of (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=0.00727 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

16-115 BMP Type 11 24 -hr 10 -yr Rainfall=5.15'
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 6/20/2017
HydroCAD010.00-18 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)
t-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)
=Grate Top ( Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
=Spillway ( Controls 0.00 cfs)
Pond 3: Band Filter
Hydrograph
L —'—
_ 29 95 cfs
Inflow Area -4:300 ac
- - -' -
- PI eak-1E)-587:-96'--
I I
Stora ge=32;646_cf _
�-
I
-
_ _I__- �__ _I__I__�
I ' I I � t t i I I
486d
i 486 cfs t i
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
p Inflow
El Outflow
❑ Primary
17-1 Secondary

�'�
�'� ��� �) l i�l c :'�

16-115 BMP Type 1124 -hr 25-yrRainfa/1=6.14"
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 6/20/2017
HydroCADOO 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 me'hod, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Type II 24 -hr 25 -yr Rainfal{=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
Hydrograph
19 - - - -' - - - -' -
18 _ _ ._ 1728 cfs
17 - - -- - -; -- -- - - - - ';- - - ;Type -Il - 4 -hr
16. -- - -- -- - - _
_ • 25•yr-Rairifall�6:1.4"-
15 - -
14 - ; - -Runoff-Ar_ec-1-4.300 ac -
13
12. 4 Runoff Vol'utin 6-1 A 14 of
10- Runoff 0epth-3.1-1
a 9
Tc -15.6 men
- - CIV_72
6
4- - - - - - -- - - - - -
3
O-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
❑Runoff

16-115 BMP Type 1124 -hr 25 -yr Rainfall=6.1 4"
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
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
Hydrograph
40: _i ❑ RUnoff
38 364 cfs I L- - - t t - _ _ _ i_ _ t
36 - - - -
e I! 4-hlr-
34
32- - - - ; - - - - 25,=yi Rainfall=6.14''- -
28 _ _ - -Runoff Area =4.300 -ac_
26 - -- - ; - - ; --' --,- -' R�uhoff Vol'uriga=1:'825-af-
.. 24 - - - - -'
N 22-:- - -Runoff depth -50,
-
_
LL3 20 - _
185:0an
16 _
CN=91
14 - -
12 --- -- -' --;-- - - -- -' - - -- -, - - -
10- - -- - -- - - - - - - -
8
6- --- -' - -' - -
4
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

16-115 BMP Type// 24 -hr 25 -yr Rainfall=6.14"
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
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 of
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 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
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 of (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
58900
17,841
16,574 49,861
Device Routina 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 Y 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

16-115 BMP Type// 24 -hr 25 -yr Rainfall=6.14"
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 6/20/2017
HydroCADO10 00-18 Sampler s/n S22731 02016 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)
t-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)
=Grate Top (Weir Controls 7.42 cfs @ 1.71 fps)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
=Spillway ( Controls 0.00 cfs)
Pond 3: Sand Filter
Hydrograph
-I -— 3643 cfs
I I i 1
_i _ � _ _i _t_ _
-----I-
- _I _,-
_ �- I i
-' - ---Infl®w�Area_4.3OO ac-
40
---I -
i
- - -- - - - - - ' - - `----'-
38
Peak E)ev=588:28°
36
- -
34
32-
-
II+
�CVt®rage=37,617 cf--
30-
028
28z,'
26 .
' I
-
I i � r I i I
-I- -r- r T r -I-- -r
-
y 24
22:--
-r _r -I
I -I--r I -r- -r—I —r --r- -i -r
20:--
�cfs
-—
-
O 18
i-91
_
LL
t 1291 cfs16
4
14--
12z
1084-
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
❑ Inflow
❑ Outflow
❑ Primary
❑ Secondary

� CI) � ;��
'� c�� � J l i� l � '�

16-115 BMP Type 1124 -hr 50-yrRainfall=6.93"
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 6/20/2017
HydroCAD610.00-18 Sampler s/n S22731 02016 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
Hydrograph
- -
23- - - -�- -�-� '----�----�----'--4 -'--- ' -�-'-- -� '-- �- ❑Runoff
22 r 20 96 cfs -i i - - - r - - - -i - 4 - - - - -
21 - -'-hr
-
20
18 - - - - - -, - -- ,--50=y-r-R6ir'fal1 6.93'.'--
17` - Runoff Are' 1=4.300 aC
,6 -
15 - - - ; - ; ;- ; -- - - R`uhoff-Vol uh, ib"1.351 of
14 - - -r r- - - - -
13-:---- - - - - - - - ---- - ---Runoff 06,pth=3:77" -
12 -= ----- -
0 11_ - - Tc.=�
LL 105.0_min-
- -
9 -
-- - - -- - -
s '
4
2 — - - - ' --- 1 - 1 '- '-'- -- -- -'-
1
0
0 2 4 6 8 10 12 14 1'1'8 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

16-115 BMP Type 1124 -hr 50-yrRainfall=6.93"
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 6/20/2017
HydroCADOO 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
Hydrograph
46' p Runoff
44-
41 59 cfs 1
42 T
_ ■_L�4=�11 -
40 - - r - - - - 1 -i - yp_e-Il_
38-
=
_ . 50;_yr= Rainfa11=
36 6.93"
34
32 = - -- - - - - - - - - - '_Runoff Area -4:300 ac- _
30=
28- _ _-Rluhoff-Vol;u!e-
-2.� 03_af=
I I � I
24
�,, -- ; - - 1 - - -- - - - Ru`n6ff_0epth_-5.8'7"
1
LL 20 -- - - - - - - ,--_ Tc-5:0,min-
184
----
- - : - CN=91-
16
14-:- --- -- - - - -- - -' - — ----- -
1 I
_I_ _ L _I_ _ _I_ _. _ _ L _ _1 _ _ L
10-' -� ----- - 1 1 - --- l
61
4 - -- -' -! - ' - --. -!-- - ! ---1 -.--! --- - -
i%i///////.///.'.!'/.%iJ'%l%.�,i.///.%/i!/'/ill/i%/f.//%i%/r.%/1..!///i/
0 52 54 56 58 .1

16-115 BMP Type l/ 24 -hr 50 -yr Rainfall=6.93"
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 6/20/2017
HydroCAD010 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 of
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 of
Secondary = 1.28 cfs @ 12.06 hrs, Volume= 0.008 of
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 of (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=0.00727 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

16-115 BMP Type l l 24 -hr 50 -yr Rainfall=6.93"
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 6/20/2017
HydroCADOO 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)
L1=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)
=Grate Top (Passes < 17.68 cfs potential flow)
econdary OutFlow Max=1.24 cfs @ 12.06 hrs HW=588.49' (Free Discharge)
=Spillway (Weir Controls 1.24 cfs @ 0.73 fps)
Pond 3: Sand Filter
Hydrograph
--,-- ---;----,-----
- L 41 56 cfs
,---------, - ; ---,I-I----,------ ---- - -
- Inflow Area -4.300 ac
46
4z
-_
= Peak Ejev_588_:49` -
40
38
-
_ _
_ _ _ _ ' _ _ _' _'- _ _ = Stora'g+e-41-, 036-cf= -
36--
-
34
-
-
32�
30
28
-
V26
- ' - - •-
- _ - - - - ' - - -1 - - - -- - -
24
22_
1603 cfs
120
18_
-1
1475cfs
1 1 i I 1 1 1 1 I I
t -'-I
16
- -i -i ---,--, ---,
14
12
-
- - -- ,--�
10
--� - --
-r - - --------------r -r-1--- -r-� -- - - 1- -- -
8=
6
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
0 Inflow
0 Outflow
0 Primary
0 Secondary

1 (1) (1) � ;��
'� �� � J I �� I � '�

16-115 SMP Type 11 24 -hr 100 -yr Rainfall=7.75'
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 6/20/2017
HydroCAD010.00-18 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 Qa 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
Hydrograph
26 248 cfs ' _
24 TYpe II 24 -hr
22 100 yr Rairlifall,7!.75"
20 Runoff- Area=4.30,0- ac
'$ : Runoff voIWn6=1.604-af-
16-
- Ru,no'ff 06.pth=4.48"-
3 14 - I- -- -
- -- -- -, - ----,- --, - - -; Tc-15.6min
- CN=72
6—
-T
- ' - -' -- -' -
2
0-
0 2 4 6 8 10 12 14 16 18 20 22 24-26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
❑ Runoff

16-115 BMP Type 1124 -hr 100 -yr Rainfall=7.75'
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
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 Ca) 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
Hydrograph
52 - -I
50 - - -I
4689 cfs
46 `, yhG
40_ ; - _ � ; _ ,_ _ , _ ;100�yr Rainfal1-7.7,5
38= Run®ff_Area-4.300 ac -
36
332z4 _Y Rulnoff Volume-2:393-af_
28 _ _ ---' --' - _ - - _ _. _ --' - Ru,n6ff-Depth_6.68,.
3 26= - -- --- - - -
LL
0 24 - - - --I - - - - - - -
I - - - -
20 - - CN -91
16
14%-
12z
4-12
6- - -- ---`- - --- - - - --- + - - - - - -I -`
4- - --- - - - - -I I- - -- - - - I- --- - -I - - - - - - -I--- f - -I- -- -
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
❑Runoff

16-115 BMP Type // 24 -hr 100 -yr Rainfall=7.75'
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 6/20/2017
HydroCAD010 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 Qa 11.96 hrs, Volume= 2.393 of
Ou+.flow = 22.11 cfs Oa 12.05 hrs, Volume= 2.335 af, Atten= 53%, Lag= 5.5 min
Primary = 15.18 cfs C 12.05 hrs, Volume= 2.268 of
Secondary = 6.93 cfs Qa 12.05 hrs, Volume= 0.067 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.03 hrs
Peak Elev= 588.67' Ca) 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 of (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=0.00727 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

16-115 BMP Type 1124 -hr 100 -yr Rainfall=7.75'
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
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)
L-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)
=Grate Tots (Passes < 28.10 cfs potential flow)
econdary OutFlow Max=6.69 cfs @ 12.05 hrs HW=588.66' (Free Discharge)
=Spillway (Weir Controls 6.69 cfs Qa 1.28 fps)
Pond 3: Sand Filter
Hydrograph
46 89 cfs I
--In#16w �Araa-4:300 ac
Ptak E';lev-58&T67°'
45- - -
Storage=44,054 cf
40- - -
35 - -' -- '-------'-----,--
30 2211 cfs
20 - 1518 cfs-
'
15-
10
5-10 ' 6 93 cfs
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)