SW1200502_North Carolina Arboretum Stormwater Calculations3 (1)_20200728

North Carolina Arboretum Stormwater Calculations
7/7/2020
Given an existing parking lot to be expanded and proposed parking lot, named PL1 and PL2 respectively.
Discreet NRCS Curve Number Method for Runoff Depth
PL1:
Pre -construction characteristics:
134,929 sf paved; CN = 98; S= (1000/98)-10 = 0.20
153,927 sf pervious; CN = 61; S= (1000/61)-10 = 6.39
Post -construction characteristics:
151,614 sf paved; CN = 98; S= (1000/98)-10 = 0.20
137,242 sf paved; CN = 61; S= (1000/61)-10 = 6.39
Runoff Depth
Q*= (P-0.2S)2/(P+0.8S) = (1-(0.2*6.39))'/(1+(0.8*6.39)) _
0.0773 / (6.112)=0.0126 in (Perv. Runoff Depth)
Q*= (P-0.2S)2/(P+0.8S) = (1-(0.2*0.2))'/(1+(0.8*0.02)) _
0.9216 / (1.16) = 0.709 in (Imperv. Runoff Depth)
(.0126" (153,927 sf)) + 0.7909" (134,929 sf))/12 = 161.62 cf +8892.9 cf = 9,054.6 cf for PL1 pre con.
(.0126" (137,242sf)) + 0.7909" (151,614 sf))/12 = 144.1 cf +9,992.6 cf = 10,136.7 cf for PL1 post con.
Difference=1,082.1 cf
PL2:
Pre -construction characteristics:
1,250 sf gravel; CN = 85; S= (1000/85)-10 = 1.76
92,415 sf pervious; CN = 61; S= (1000/61)-10 = 6.39
Composite CN = 61.3, therefore there is no Runoff by the NC Storm Water Manual
Post -construction characteristics:
38,881 sf pervious; CN = 61; S= (1000/61)-10 = 6.39
54,784 sf paved; CN = 98; S= (1000/98)-10=0.204
Runoff Depth
Q*= (P-0.2S) 2/ (P+0.8S) = (1-(0.2*6.39))'/(1+(0.8*6.39)) = 0.077284 / (6.112)=0.0126 in. Perv. Runoff
Depth

Q*= (P-0.2S) 2/ (P+0.8S) _(1-(0.2*.2041))'/(1+(0.8*.2041)) = 0.7909 in. imp. Runoff Depth
(.0126" (38,881 sf)) + 0.7909" (54,784 sf)) = 40.8 cf +3,625 cf = 3,610.7 cf for PL2
Therefore the difference in runoff from PL1 and the runoff from PL2 = 4,692.8 CF
Runoff from Built Upon Area (BUA)
The total runoff from BUA from a 1" storm is: 1/12*(54,784 sf) = 4,565.3 cubic feet (new parking lot)
The total runoff from BUA from a 1" storm is 1/12*(16,685 sf) = 1390.4 cubic feet
The total runoff from both lots is 5,955.8 cf
Stage Storage Relationship for Bio Retention Cell
Swale that surrounds the parking lot has the following geometry:
12" of depth; 5.5' bottom width; 3:1 side slopes;
When the swale is full it provides 8.5 cf of storage per linear foot.
The needed storage is 5,955.8 cf. The swale is 708' in length, therefore it must provide 8.41 cf of
storage per foot of length.
0.5'depth — 4.25 CF / FT - 885 CF
V depth - 8.5 CF/FT - 6,018 CF
Therefore the swale provides more than the needed capacity.
Under Drain Sizing:
From Hydrocad, the flows from the parking lot are 0.78 cfs and 0.45 cfs for the 1" design storm.
The underdrain in each swale is specified to be 6" in diameter.
D = 16 ((Q*n)/(So.$))3/s
D for swale 1 = 16 ((0.78*.011)/(.0707)).375 = 7.25" ;
Therefore a 6" and 4" drain will be required at 0.5% slope for swale 1
16 ((0.45*.011)/(.0707)).375 = 5.9"; Therefore a 6" drain is adequate for swale 2.
Outlet Velocity for 10 year for Design Storm
From Hydrocad: Discharge from outlet structure is 1.78 cfs at 2.9 fps
The discharge encounters energy dissipaters and a #2 stone apron at 19.7% slope
The apron is trapezoidal in shape, having an area of 103 sf. Only the rectangular area directly
downstream of the outlet headwall is considered for the following calulations.

PFtabular
10 Year - 1 Hour Design Storm from NOAA
8 Print page
PDS-based precipitation frequency estimates with 90% confidence intervals (in inches)l
Avenge recrarenoe interval (years)
Duration
1 �-
2
5
90
25
50
F 50
100
200
500
1000
5-min
0.335
(0.307-0.366)
0.398
(0.366-0.435)
0.4T9
(0.438-0.524)
0.540
1 (0.493-0.590)
0.621
1 (0 5640.677)
0.682
1 (0.6140.745)
0.743
1 (0.665-0.813)
0.8D3
(0.713-0.882)
0.882
(07740.974)
0.944
(0.821-1.05)
10.nrin
0.535
(0.490-0.585)
0.637
(0.585-0.696)
D.767
(0.702-0.838)
D.864
(0.789-0.944)
D.990
(0.898-1.08)
1.09
1 (0.977-1.19)
1.18
(1.06-1.29)
1.21
(1.13-1.40)
1.40
(1 23-1.54)
1.411
(1.29-1.65)
15-ntin
0.669
(0.612-0.731)
D.8D0
(0.735-0.974)
0.9T0
(0.888-1.06}
1.09
(0.998-1.19)
1.25
{7.141.37)
1.38
(124-1.50)
1.49
(1.34-1.63)
1.61
(1.43-1.76)
1.76
(1.54-1.94)
1.87
(1.62-2.07)
30.nrin
0.917
(0.840-1.00]
1.71
(1.01-121)
-is
(126-1.51)
1.58
1.86
{7.69-2.031
2.07
1 (1.86-2.26)
2.29
(2.05-2.50)
2.50
1 (222-2.75)
2.79 7F
[2.45-3.09}
3.02
(2.63-3.36)
60.rmn
1.14
(1AS1.25)
1.39
(127-1.52)
7.77
(1.62-1.93)
2.06
(1.88-225}
2.d8
(225-2.70)
2.87
(2.53-3.07)
3.15
(2.82-3.44)
3.51
(3.113.85)
4.07
(3.52-4.43)
4.47
(3-M-4-90)
2-hr
1.31
1.58
2.01
2.83
3.22
3.62
d.05
4.64
5.11
(120-1.43}
[L46-172}
[L812.18}
[2.142.55]
(256-3.09)
(2.89-3.51)
(322-3.96)
(3.58-4.43)
(4U45.11)
(4.41-5.67)
3-hr
1.37
(126-1.50}
1.64
(1.51-1.79)
2.D7
(1.90-225)
2.42
(2.21-2.63)
2.93
(2.65-3.18)
3.35
(3.01-3.65)
3.80
(3.38-4.15)
4.28
(3.77-4.69)
4.96
(4.30-5.49)
5.51
(4.72-6.13)
1.62
(1.51-1.76)
1.92
(1.T8-2.07)
2.38
(2.19-2.57)
2.76
(2.542.98)
{3.043.59)
F 3.81
(3.45-4.12)
4.33
(3.87-4.69)
4.88
(4.32-5.30)
5.67
[4.92-620]
6.31
(5.41-6.93)
12#rr
1.98
(1.85-2.14)
2.35
(2.19-2.53)
2.88
(269-3.11)
3.31
(3.07-3.57}
3.92
(3.62-4.22)
4.40
(4.04-4.75)
4.90
(4.47-5.30)
5.40
(4.89-5.86)
6.08
(5.46-6.64)
6.58
(5.87-724]
24hr
2.21
(2.06-2.38)
2.65
(2.48-2.86)
3.28
(3.06-3.53)
3.78
(3.53-4.07)
[4.75-4.80}
F 5.02
(4.65-5.37)
5.57
(5.155.95)
6.12
(5.65-6.53)
6.85
(6.30-729)
7.36
(6.78-7.86)
21ay
2.63
(2-46-2.82)
3.15
(2-95-3-37)
3.86
(3.61-4.13)
4.41
(4.13-472)
5.18
(4.83-5.53)
5.78
(5.38-6.16)
6.38
(5.93-6.80)
6.98
(6.46-7.44)
1.76
(7.17-827)
8.34
(7.69-8.87)
34ay
2.80
(2.63-2.99)
3.35
(3.14-3.59)
4.07
(3.81-4.35)
4.64
(4.344.95)
5.40
(5.05-5.76)
6.00
(5.59-6.39)
A.
(6.14-7.02)
7.18
(6.67-7.64)
1..
(7.35-8.44)
8.49
(7.85-9.01)
4day
2.98
(2.79-3.17)
3.54
(3.33-3.78)
4.28
(4.01-4.56)
4.86
(4.55-5.17)
5.63
(526-5.99y
6.23
(5.81-6.62)
6.81
(6.35-724)
7.39
(6.87-7.85)
8.12
(75M-62)
8.64
(8.02-9.16)
71ay
3.49
(328-3.72)
4.14
(3.89-0.42)
4.97
(4.67-5.30)
5.62
(5.27-5.99)
6.49
(6.08-6.91)
7.17
(6.69-7.62)
7.84
(7.31-8.34)
8.50
(7.90-9.04)
9.35
(8.66-9.95)
9.97
(922-10.6)
, ay
3.99
(3- 7-423)
4.72
(4.46-5.01)
5.61
(5.30-5.95)
6.30
(5.946.67)
[6.80-7.65]
F 7.93
(7.46-8.40)
8.63
(8.10-9.14)
9.32
(8.72-9.88)
10.2
(9.52-10.9)
10.6
20-0ay
5.49
(520-5.79]
5.45
(6.11-6.82)
7.52
(7.12-7.95)
8.35
(7.90-8.82)
9.43
(8.91-9.96)
10.3
(9.GE-10.8)
M.
(10.4-11.7)
11.8
(11.1-12.5)
12.8
(11 9-13.5)
13.4
(12.5-14.2)
ay
7 .82
(6.51-7.17)
7.99
(7.62-.41)
9.14
(8.71-9.61)
M.
(9.52-10.5)
{10.5-11.7]
F 11.9
(11.3-12.5)
12.6
(12.0-13.3)
13.3
(126-14.0)
14.2
(13.4-14.9)
14.8
8.68
(8.29-9.08)
10.1
(9.67-10.6)
11.
{20.9-11.9]
12.3
(11.8-12.9)
(12.8-14.1)
F 14.2
(13.6-14.9)
15.0
(14.3-15.7)
15.6
(14.9-16.3)
16A
(15.6-17.1)
16.9
(16.0-17.6)
ay
WA
(9.99-10.9)
12.1
(11.6-12.7)
13.6
(13.0-142)
14.6
(14.0-15.3)
15.8
(15.1-1 fi.5}
16.7
(16.0-17.5)
17.5
(167-18.3)
18.2
(17.3-19.0)
19.0
(18.1-19.8}
19.5
(18.6-20.4)
r Precipitation frequency (PF) eslim ates in this labie are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates al loveer and upper bounds of the 90% confidence inlerval. The probabilitythat precipitalion frequency estimates (tor a given duralion and average
recurrence inlerval} mll be grealeflhan the upper bound (or less than me lower bound) is 5%. Eslimales at upper bounds are not checked against probable maximum precipialion (PIMP)
e limales and may be higher than currently valid PMP values.
Please referlo NOAAAtIas 14 document for rreure irdormation.
°stimates from the table in CSV formal: ) Precipitation frequency estimates - L Suhm(t
The depth of flow upon leaving the outlet structure is 1.78 cf / 58.26 sf = .03' or 0.4"
Therefore, the Hydraulic Radius of the flow is A/PW = 5.74*.03/ ( 5.74+2(.03)) _ .1722/5.8 = .03
"n" for a rip rap channel is conservatively 0.33
By Mannings Eqn the Velocity, V is given by:
1.49/n RA(2/3)SA(112) _ (1.49/.033)*((.03)A.66)*(S^0.5) = 1.94 fps < 2.0 fps
Outlet Velocity Is less that 2 fps therefore no erosion takes place during the 10 year storm.

#2 Stone Apron Outlet for Energy Dissipation

10S 1S i
S
pre con (new ubcat) (new ubcat)
10R 13R
(new Reac (ew Reach)
%
CB
12P
(new Pond)
Subcat Reach on Link Routing Diagram for lower parking pre and post
Prepared by {enter your company name here}, Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC

Bioretention Calcs
lower parking pre and post
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
1.258 98 (1S, 2S)
0.893 61 (1S, 2S)
2.122 61 >75% Grass cover, Good, HSG B (10S)
0.029 96 Gravel surface, HSG C (10S)
4.301 72 TOTAL AREA

Bioretention Calcs
lower parking pre and post
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
2.122
HSG B
10S
0.029
HSG C
10S
0.000
HSG D
2.150
Other
1 S, 2S
4.301
TOTAL AREA

lower parking pre and post
Prepared by {enter your company name here)
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC
Bioretention Calcs
Printed 7/7/2020
Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C
HSG-D
Other
Total
Ground
Subcatchment
(acres) (acres) (acres)
(acres)
(acres)
(acres)
Cover
Numbers
0.000 0.000 0.000
0.000
2.150
2.150
1 S, 2S
0.000 2.122 0.000
0.000
0.000
2.122
>75% Grass cover, Good
10S
0.000 0.000 0.029
0.000
0.000
0.029
Gravel surface
10S
0.000 2.122 0.029
0.000
2.150
4.301
TOTAL AREA

Bioretention Calcs
lower parking pre and post
Prepared by {enter your company name here} Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 5
Pipe Listing (all nodes)
Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 12P 2,158.00 2,153.00 28.4 0.1761 0.010 12.0 0.0 0.0

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 6
Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: (new Subcat) Runoff Area=42,123 sf 64.45% Impervious Runoff Depth=0.84"
Tc=6.0 min CN=85 Runoff=4.41 cfs 0.068 of
Subcatchment2S: (new Subcat) Runoff Area=51,542 sf 53.62% Impervious Runoff Depth=0.64"
Tc=6.0 min CN=81 Runoff=3.98 cfs 0.063 of
Subcatchment 10S: pre con Runoff Area=93,665 sf 0.00% Impervious Runoff Depth=0.09"
Tc=26.0 min CN=61 Runoff=0.31 cfs 0.015 of
Reach 1OR: (new Reach) Avg. Flow Depth=0.72' Max Vet=0.21 fps Inflow=4.41 cfs 0.068 of
n=0.022 L=415.6' S=0.0000'/' Capacity=1.74 cfs Outflow=0.91 cfs 0.068 of
Reach 13R: (new Reach) Avg. Flow Depth=0.78' Max Vet=0.27 fps Inflow=3.98 cfs 0.063 of
n=0.022 L=287.7' S=0.0000'/' Capacity=2.10 cfs Outflow=1.27 cfs 0.063 of
Pond 12P: (new Pond) Peak Elev=2,158.73' Inflow=1.78 cfs 0.131 of
Outflow=1.78 cfs 0.131 of
Total Runoff Area = 4.301 ac Runoff Volume = 0.146 of Average Runoff Depth = 0.41"
70.76% Pervious = 3.043 ac 29.24% Impervious = 1.258 ac

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: (new Subcat)
Runoff = 4.41 cfs @ 0.59 hrs, Volume= 0.068 af, Depth= 0.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Area (sf) CN Description
27,147 98
14,976 61
42,123 85 Weighted Average
14,976 35.55% Pervious Area
27,147 64.45% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 1S: (new Subcat)
Hydrograph
V4�10 yepr11 1hr gaiMal j=�.06�'
R�',��upn o{ff (y�4�� r�e��.yp� .� q�=!42�,1/1�j 3� ssf
af
Ru'noO Depth=0.84"
IIIIIIIIIIIIIIIIII����
TG=6.0 min
a r----r-r-r----r-T------r-r----r-T----r-r-r----r-T-r--r r-r----r-r-
2 CN�78S
T--I--I-
T- T----T-T------TI- TI --I--I- T------T- T- -I--I-T-,----T-T--I--I -T-
I I I I I I I I I I I I I I I I I
0

Bioretention Calcs
lower parking pre and post Type // 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 8
Hydrograph for Subcatchment 1S: (new Subcat)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.50
1.37
0.37
0.36
1.00
2.06
0.84
0.43
1.50
2.06
0.84
0.00
2.00
2.06
0.84
0.00
2.50
2.06
0.84
0.00
3.00
2.06
0.84
0.00
3.50
2.06
0.84
0.00
4.00
2.06
0.84
0.00
4.50
2.06
0.84
0.00
5.00
2.06
0.84
0.00
5.50
2.06
0.84
0.00
6.00
2.06
0.84
0.00
6.50
2.06
0.84
0.00
7.00
2.06
0.84
0.00
7.50
2.06
0.84
0.00
8.00
2.06
0.84
0.00
8.50
2.06
0.84
0.00
9.00
2.06
0.84
0.00
9.50
2.06
0.84
0.00
10.00
2.06
0.84
0.00
10.50
2.06
0.84
0.00
11.00
2.06
0.84
0.00
11.50
2.06
0.84
0.00
12.00
2.06
0.84
0.00
12.50
2.06
0.84
0.00
13.00
2.06
0.84
0.00
13.50
2.06
0.84
0.00
14.00
2.06
0.84
0.00
14.50
2.06
0.84
0.00
15.00
2.06
0.84
0.00
15.50
2.06
0.84
0.00
16.00
2.06
0.84
0.00
16.50
2.06
0.84
0.00
17.00
2.06
0.84
0.00
17.50
2.06
0.84
0.00
18.00
2.06
0.84
0.00
18.50
2.06
0.84
0.00
19.00
2.06
0.84
0.00
19.50
2.06
0.84
0.00
20.00
2.06
0.84
0.00
20.50
2.06
0.84
0.00
21.00
2.06
0.84
0.00
21.50
2.06
0.84
0.00
22.00
2.06
0.84
0.00
22.50
2.06
0.84
0.00
23.00
2.06
0.84
0.00
23.50
2.06
0.84
0.00
24.00
2.06
0.84
0.00
24.50
2.06
0.84
0.00
25.00
2.06
0.84
0.00
25.50
2.06
0.84
0.00
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
26.00
2.06
0.84
0.00
26.50
2.06
0.84
0.00
27.00
2.06
0.84
0.00
27.50
2.06
0.84
0.00
28.00
2.06
0.84
0.00
28.50
2.06
0.84
0.00
29.00
2.06
0.84
0.00
29.50
2.06
0.84
0.00
30.00
2.06
0.84
0.00

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2S: (new Subcat)
Runoff = 3.98 cfs @ 0.59 hrs, Volume= 0.063 af, Depth= 0.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Area (sf) CN Description
27,637 98
23,905 61
51,542 81 Weighted Average
23,905 46.38% Pervious Area
27,637 53.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 2S: (new Subcat)
Hydrograph
� � � � � � � � � � � � � � � � � � � � � � � � � � � � ■Runoff
3.98 cfs -I- T- T----I--T- --I- T------T-T--I--T-T- -- --I- -T-
4 yps 1M g4--,hr 1'10O 'Mrs
10 yesr,1 hr gai,nfal j=�.06�'
Punof Arep=$1,,5�,4�-sf-
3
Runoff ,Vq 1 Pj me=0,.0O31 of
N Runoff, Depth=0.64"
IIIIIIIIIIIIIIIIII����
3 ------ - ---- - ------ - ------ ------ - ------ - -
CN-81
-
r--r-r-r----r-r------r-r----r-r-r--r-r-r------r-r--r-r

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 10
Hydrograph for Subcatchment 2S: (new Subcat)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.50
1.37
0.25
0.20
1.00
2.06
0.64
0.46
1.50
2.06
0.64
0.00
2.00
2.06
0.64
0.00
2.50
2.06
0.64
0.00
3.00
2.06
0.64
0.00
3.50
2.06
0.64
0.00
4.00
2.06
0.64
0.00
4.50
2.06
0.64
0.00
5.00
2.06
0.64
0.00
5.50
2.06
0.64
0.00
6.00
2.06
0.64
0.00
6.50
2.06
0.64
0.00
7.00
2.06
0.64
0.00
7.50
2.06
0.64
0.00
8.00
2.06
0.64
0.00
8.50
2.06
0.64
0.00
9.00
2.06
0.64
0.00
9.50
2.06
0.64
0.00
10.00
2.06
0.64
0.00
10.50
2.06
0.64
0.00
11.00
2.06
0.64
0.00
11.50
2.06
0.64
0.00
12.00
2.06
0.64
0.00
12.50
2.06
0.64
0.00
13.00
2.06
0.64
0.00
13.50
2.06
0.64
0.00
14.00
2.06
0.64
0.00
14.50
2.06
0.64
0.00
15.00
2.06
0.64
0.00
15.50
2.06
0.64
0.00
16.00
2.06
0.64
0.00
16.50
2.06
0.64
0.00
17.00
2.06
0.64
0.00
17.50
2.06
0.64
0.00
18.00
2.06
0.64
0.00
18.50
2.06
0.64
0.00
19.00
2.06
0.64
0.00
19.50
2.06
0.64
0.00
20.00
2.06
0.64
0.00
20.50
2.06
0.64
0.00
21.00
2.06
0.64
0.00
21.50
2.06
0.64
0.00
22.00
2.06
0.64
0.00
22.50
2.06
0.64
0.00
23.00
2.06
0.64
0.00
23.50
2.06
0.64
0.00
24.00
2.06
0.64
0.00
24.50
2.06
0.64
0.00
25.00
2.06
0.64
0.00
25.50
2.06
0.64
0.00
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
26.00
2.06
0.64
0.00
26.50
2.06
0.64
0.00
27.00
2.06
0.64
0.00
27.50
2.06
0.64
0.00
28.00
2.06
0.64
0.00
28.50
2.06
0.64
0.00
29.00
2.06
0.64
0.00
29.50
2.06
0.64
0.00
30.00
2.06
0.64
0.00

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 10S: pre con
Runoff = 0.31 cfs @ 1.01 hrs, Volume= 0.015 af, Depth= 0.09"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Area (sf) CN Description
92,415 61 >75% Grass cover, Good, HSG B
1,250 96 Gravel surface, HSG C
93,665 61 Weighted Average
93,665 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.0 Direct Entry,
Subcatchment 10S: pre con
Hydrograph
0. ---II - ----I'-- - - --I-- - ----I-- - ----I-- - ----I-- - ----I-- --- ■Runoff
o. 0.31 cfs
-I--r—,--I--r-7-,-- r-7-- r-,--
- --'-- - - --'-- -+- --'---+----'-- ---'-T- 71(2�41-s0.3 r -rOM-
0.28----i----i-------i----i----i-------i----i----i------i----i----i- --�-O;-lpit -hrgaifri{�O�=�•0v' -
0.26
--`"aOAree-03o600s
0.24 IRS
T - T - 1 - - I- - T - T - -I- -I- - T - 7 -p1 - - I- - ,r- 7**-,,-I-
0.22-
w 0.2 - - - - - - - - - - - - - - - - - Runoff 'I-Depthi=Q {097 -
0.18
------------------------------------------------'ITG=�26- O min
o 0.16
LL y--I--r-rt-y--I--r-t-y--r-r-t--I--r-r-�--I--r-t-rt--I--r-t-rt--I��-+-��r��-rcc-y--
0.14 --'-- - - --'-- -+- --'---+----'-- -----'-- ---'---- -
0.12
0.1
0.08
--I--r-rt-y--I--r-t-y--r-r-t--I--r-r-�--I--r-t-rt--I--r-t-rt--I--r-r-y--
0.06 --'-- - - --'-- -+- --'---+----'-- -----'-- - --'-- - -----'-- - --
0.04
0.02
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 12
Hydrograph for Subcatchment 10S: pre con
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.50
1.37
0.00
0.00
1.00
2.06
0.09
0.31
1.50
2.06
0.09
0.07
2.00
2.06
0.09
0.00
2.50
2.06
0.09
0.00
3.00
2.06
0.09
0.00
3.50
2.06
0.09
0.00
4.00
2.06
0.09
0.00
4.50
2.06
0.09
0.00
5.00
2.06
0.09
0.00
5.50
2.06
0.09
0.00
6.00
2.06
0.09
0.00
6.50
2.06
0.09
0.00
7.00
2.06
0.09
0.00
7.50
2.06
0.09
0.00
8.00
2.06
0.09
0.00
8.50
2.06
0.09
0.00
9.00
2.06
0.09
0.00
9.50
2.06
0.09
0.00
10.00
2.06
0.09
0.00
10.50
2.06
0.09
0.00
11.00
2.06
0.09
0.00
11.50
2.06
0.09
0.00
12.00
2.06
0.09
0.00
12.50
2.06
0.09
0.00
13.00
2.06
0.09
0.00
13.50
2.06
0.09
0.00
14.00
2.06
0.09
0.00
14.50
2.06
0.09
0.00
15.00
2.06
0.09
0.00
15.50
2.06
0.09
0.00
16.00
2.06
0.09
0.00
16.50
2.06
0.09
0.00
17.00
2.06
0.09
0.00
17.50
2.06
0.09
0.00
18.00
2.06
0.09
0.00
18.50
2.06
0.09
0.00
19.00
2.06
0.09
0.00
19.50
2.06
0.09
0.00
20.00
2.06
0.09
0.00
20.50
2.06
0.09
0.00
21.00
2.06
0.09
0.00
21.50
2.06
0.09
0.00
22.00
2.06
0.09
0.00
22.50
2.06
0.09
0.00
23.00
2.06
0.09
0.00
23.50
2.06
0.09
0.00
24.00
2.06
0.09
0.00
24.50
2.06
0.09
0.00
25.00
2.06
0.09
0.00
25.50
2.06
0.09
0.00
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
26.00
2.06
0.09
0.00
26.50
2.06
0.09
0.00
27.00
2.06
0.09
0.00
27.50
2.06
0.09
0.00
28.00
2.06
0.09
0.00
28.50
2.06
0.09
0.00
29.00
2.06
0.09
0.00
29.50
2.06
0.09
0.00
30.00
2.06
0.09
0.00

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 13
Summary for Reach 10R: (new Reach)
[55] Hint: Peak inflow is 253% of Manning's capacity
Inflow Area = 0.967 ac, 64.45% Impervious, Inflow Depth = 0.84" for 10 year 1 hr event
Inflow = 4.41 cfs @ 0.59 hrs, Volume= 0.068 of
Outflow = 0.91 cfs @ 1.31 hrs, Volume= 0.068 af, Atten= 79%, Lag= 43.5 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.21 fps, Min. Travel Time= 32.6 min
Avg. Velocity = 0.03 fps, Avg. Travel Time= 226.6 min
Peak Storage= 1,791 cf @ 0.77 hrs
Average Depth at Peak Storage= 0.72'
Bank -Full Depth= 1.00' Flow Area= 6.8 sf, Capacity= 1.74 cfs
3.85' x 1.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 T Top Width= 9.85'
Length= 415.6' Slope= 0.0000 T
Inlet Invert= 2,161.01', Outlet Invert= 2,161.00'

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 14
Reach 1 OR: (new Reach)
Hydrograph
❑ Inflow
4.41 cfs ❑ outflow
4 Avg. Fiowr Qept,hr0.72
3 n-0022
�=41 5T6+
LL S-O'0000','/"
2 1 1 1 1 1 1 1
Oaparity=1.74 qfs
0.91 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 15
Hydrograph for Reach 1OR: (new Reach)
Time
Inflow
Storage
Elevation
Outflow
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
2,161.01
0.00
1.00
0.43
1,568
2,161.66
0.00
2.00
0.00
454
2,161.25
0.32
3.00
0.00
204
2,161.13
0.07
4.00
0.00
118
2,161.08
0.02
5.00
0.00
78
2,161.06
0.01
6.00
0.00
56
2,161.04
0.01
7.00
0.00
43
2,161.04
0.00
8.00
0.00
34
2,161.03
0.00
9.00
0.00
27
2,161.03
0.00
10.00
0.00
23
2,161.02
0.00
11.00
0.00
19
2,161.02
0.00
12.00
0.00
17
2,161.02
0.00
13.00
0.00
15
2,161.02
0.00
14.00
0.00
13
2,161.02
0.00
15.00
0.00
11
2,161.02
0.00
16.00
0.00
10
2,161.02
0.00
17.00
0.00
9
2,161.02
0.00
18.00
0.00
8
2,161.01
0.00
19.00
0.00
7
2,161.01
0.00
20.00
0.00
6
2,161.01
0.00
21.00
0.00
5
2,161.01
0.00
22.00
0.00
4
2,161.01
0.00
23.00
0.00
4
2,161.01
0.00
24.00
0.00
3
2,161.01
0.00
25.00
0.00
3
2,161.01
0.00
26.00
0.00
3
2,161.01
0.00
27.00
0.00
2
2,161.01
0.00
28.00
0.00
2
2,161.01
0.00
29.00
0.00
2
2,161.01
0.00
30.00
0.00
2
2,161.01
0.00

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 16
Summary for Reach 13R: (new Reach)
[55] Hint: Peak inflow is 190% of Manning's capacity
Inflow Area = 1.183 ac, 53.62% Impervious, Inflow Depth = 0.64" for 10 year 1 hr event
Inflow = 3.98 cfs @ 0.59 hrs, Volume= 0.063 of
Outflow = 1.27 cfs @ 1.02 hrs, Volume= 0.063 af, Atten= 68%, Lag= 25.7 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.27 fps, Min. Travel Time= 18.1 min
Avg. Velocity = 0.03 fps, Avg. Travel Time= 157.3 min
Peak Storage= 1,378 cf @ 0.72 hrs
Average Depth at Peak Storage= 0.78'
Bank -Full Depth= 1.00' Flow Area= 6.8 sf, Capacity= 2.10 cfs
3.85' x 1.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 T Top Width= 9.85'
Length= 287.7' Slope= 0.0000 T
Inlet Invert= 2,161.01', Outlet Invert= 2,161.00'

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 17
Reach 13R: (new Reach)
Hydrograph
3.98 cfs -- --'-
4 In'flpw 44eea=1'.1'83 p
Avg. I,Fiowr Qept,h-0.78'
3 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
n;0022
I I I I I I I I I I I I I I I I I I I I I I I T I
2 S-0i00001 7,
LL I I I I I I I I I I I I I I I I I I I I I
1.27 cfs Oap'arity=2.10gfs
7 T- T- 7 7- T- I T- T- 7 T- 7- 7 I T- T- 1
� IIIIIIIIIIIIIIIIIIIIIIIIIIIII
Time (hours)
❑ Inflow
❑ Outflow

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 18
Hydrograph for Reach 13R: (new Reach)
Time
Inflow
Storage
Elevation
Outflow
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
2,161.01
0.00
1.00
0.46
999
2,161.62
1.26
2.00
0.00
168
2,161.15
0.11
3.00
0.00
66
2,161.07
0.02
4.00
0.00
36
2,161.04
0.01
5.00
0.00
24
2,161.03
0.00
6.00
0.00
17
2,161.02
0.00
7.00
0.00
13
2,161.02
0.00
8.00
0.00
10
2,161.02
0.00
9.00
0.00
8
2,161.02
0.00
10.00
0.00
6
2,161.02
0.00
11.00
0.00
5
2,161.01
0.00
12.00
0.00
4
2,161.01
0.00
13.00
0.00
3
2,161.01
0.00
14.00
0.00
2
2,161.01
0.00
15.00
0.00
2
2,161.01
0.00
16.00
0.00
2
2,161.01
0.00
17.00
0.00
1
2,161.01
0.00
18.00
0.00
1
2,161.01
0.00
19.00
0.00
1
2,161.01
0.00
20.00
0.00
1
2,161.01
0.00
21.00
0.00
0
2,161.01
0.00
22.00
0.00
0
2,161.01
0.00
23.00
0.00
0
2,161.01
0.00
24.00
0.00
0
2,161.01
0.00
25.00
0.00
0
2,161.01
0.00
26.00
0.00
0
2,161.01
0.00
27.00
0.00
0
2,161.01
0.00
28.00
0.00
0
2,161.01
0.00
29.00
0.00
0
2,161.01
0.00
30.00
0.00
0
2,161.01
0.00

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 19
Summary for Pond 12P: (new Pond)
[57] Hint: Peaked at 2,158.73' (Flood elevation advised)
Inflow Area = 2.150 ac, 58.49% Impervious, Inflow Depth = 0.73" for 10 year 1 hr event
Inflow = 1.78 cfs @ 1.24 hrs, Volume= 0.131 of
Outflow = 1.78 cfs @ 1.24 hrs, Volume= 0.131 af, Atten= 0%, Lag= 0.0 min
Primary = 1.78 cfs @ 1.24 hrs, Volume= 0.131 of
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Peak Elev= 2,158.73' @ 1.24 hrs
Device Routing Invert Outlet Devices
#1 Primary 2,158.00' 12.0" Round Culvert
L= 28.4' Box, headwall w/3 square edges, Ke= 0.500
Inlet / Outlet Invert= 2,158.00' / 2,153.00' S= 0.1761 T Cc= 0.900
n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf
#2 Primary 2,162.00' 4.0" x 4.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=1.77 cfs @ 1.24 hrs HW=2,158.73' (Free Discharge)
�`!=Culvert
(Inlet Controls 1.77 cfs @ 2.90 fps)
2=Orifice/Grate ( Controls 0.00 cfs)
Pond 12P: (new Pond)
Hydrograph
❑ Inflow
1.78 cfs ❑ Primary
Inllfilow IIIAIIIreal=2.11ll 60 ar,
11111111111
ReaK IIIEjelr=g,1581113'
--I--I--I-- �- �--I--I--I-- �- �--I--I-- �- �- �--I--I--I-- �- �--I--I--I-- �- �--I--I--
N 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
U 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
p
LL
Time (hours)

Bioretention Calcs
lower parking pre and post Type // 24-hr 1.00 hrs 10 year 1 hr Rainfall=2.06"
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 20
Hydrograph for Pond 12P: (new Pond)
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
2,158.00
0.00
0.50
0.00
2,158.00
0.00
1.00
1.26
2,158.59
1.26
1.50
1.27
2,158.59
1.27
2.00
0.43
2,158.32
0.43
2.50
0.17
2,158.20
0.17
3.00
0.09
2,158.14
0.09
3.50
0.05
2,158.10
0.05
4.00
0.03
2,158.08
0.03
4.50
0.02
2,158.06
0.02
5.00
0.01
2,158.05
0.01
5.50
0.01
2,158.05
0.01
6.00
0.01
2,158.04
0.01
6.50
0.01
2,158.03
0.01
7.00
0.00
2,158.03
0.00
7.50
0.00
2,158.02
0.00
8.00
0.00
2,158.02
0.00
8.50
0.00
2,158.01
0.00
9.00
0.00
2,158.01
0.00
9.50
0.00
2,158.01
0.00
10.00
0.00
2,158.01
0.00
10.50
0.00
2,158.01
0.00
11.00
0.00
2,158.01
0.00
11.50
0.00
2,158.01
0.00
12.00
0.00
2,158.01
0.00
12.50
0.00
2,158.00
0.00
13.00
0.00
2,158.00
0.00
13.50
0.00
2,158.00
0.00
14.00
0.00
2,158.00
0.00
14.50
0.00
2,158.00
0.00
15.00
0.00
2,158.00
0.00
15.50
0.00
2,158.00
0.00
16.00
0.00
2,158.00
0.00
16.50
0.00
2,158.00
0.00
17.00
0.00
2,158.00
0.00
17.50
0.00
2,158.00
0.00
18.00
0.00
2,158.00
0.00
18.50
0.00
2,158.00
0.00
19.00
0.00
2,158.00
0.00
19.50
0.00
2,158.00
0.00
20.00
0.00
2,158.00
0.00
20.50
0.00
2,158.00
0.00
21.00
0.00
2,158.00
0.00
21.50
0.00
2,158.00
0.00
22.00
0.00
2,158.00
0.00
22.50
0.00
2,158.00
0.00
23.00
0.00
2,158.00
0.00
23.50
0.00
2,158.00
0.00
24.00
0.00
2,158.00
0.00
24.50
0.00
2,158.00
0.00
25.00
0.00
2,158.00
0.00
25.50
0.00
2,158.00
0.00
Time
hours)
Inflow
(cfs)
Elevation
(feet)
Primary
(cfs)
26.00
0.00
2,158.00
0.00
26.50
0.00
2,158.00
0.00
27.00
0.00
2,158.00
0.00
27.50
0.00
2,158.00
0.00
28.00
0.00
2,158.00
0.00
28.50
0.00
2,158.00
0.00
29.00
0.00
2,158.00
0.00
29.50
0.00
2,158.00
0.00
30.00
0.00
2,158.00
0.00

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs mdc Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 21
Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: (new Subcat) Runoff Area=42,123 sf 64.45% Impervious Runoff Depth=0.17"
Tc=6.0 min CN=85 Runoff=0.78 cfs 0.014 of
Subcatchment2S: (new Subcat) Runoff Area=51,542 sf 53.62% Impervious Runoff Depth=0.10"
Tc=6.0 min CN=81 Runoff=0.45 cfs 0.010 of
Subcatchment 10S: pre con Runoff Area=93,665 sf 0.00% Impervious Runoff Depth=0.00"
Tc=26.0 min CN=61 Runoff=0.00 cfs 0.000 of
Reach 1OR: (new Reach) Avg. Flow Depth=0.23' Max Vet=0.11 fps Inflow=0.78 cfs 0.014 of
n=0.022 L=415.6' S=0.0000'/' Capacity=1.74 cfs Outflow=0.12 cfs 0.014 of
Reach 13R: (new Reach) Avg. Flow Depth=0.20' Max Vet=0.12 fps Inflow=0.45 cfs 0.010 of
n=0.022 L=287.7' S=0.0000 T Capacity=2.10 cfs Outflow=0.11 cfs 0.010 of
Pond 12P: (new Pond) Peak Elev=2,158.21' Inflow=0.19 cfs 0.024 of
Outflow=0.19 cfs 0.024 of
Total Runoff Area = 4.301 ac Runoff Volume = 0.024 of Average Runoff Depth = 0.07"
70.76% Pervious = 3.043 ac 29.24% Impervious = 1.258 ac

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs mdc Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 1S: (new Subcat)
Runoff = 0.78 cfs @ 0.60 hrs, Volume= 0.014 af, Depth= 0.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.00 hrs mdc Rainfall=1.00"
Area (sf) CN Description
27,147 98
14,976 61
42,123 85 Weighted Average
14,976 35.55% Pervious Area
27,147 64.45% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 1S: (new Subcat)
Hydrograph
-, - --,--, - - --,--, -----,--, -----,--, -----,--, - --,--, -, -----,--, --,-- ■Runoff
0.78cfs----'r-rt-----r-t-y----r-t------r- -77-t-rt--I--'r-t-1--I-7-r-y--
0.75 !------'---'------'---'------'---'--'--'- '- -
ype--f ---hr .00
---1�r--
0.7 r 1 1---
-mldc-Ra'infa ll:;l:QO'1--
0.65
0.6---'--' - ---'---+---'---+----'-- p- 1=oYf Area�—I/2�;';13rs=
0.55--'--'L-1-J----L-1-J----L-1------Rp I�;ff ILV91I1p 'i 1 =OHO f 4 of -
0.5 1'' 1
0.45
T-7----7-7-7----7-T--1-7-T 7-7------T-7--1 _- 77--1---F -r-{1
o 0.4LL -
0.35 i-J--1--L-1---'--L-i---'--L-i------L-------i-----i-�-(� -
0.3 Y '"a--
0.25
-7--i--�-7-7--i--r-T-�--i-r-T--i--i-r-7--i--i--r-7--i--�-r-7--i--7-r-�--
0.2
0.15 - ---- - - ---- - - ---- - ------ - ------ - ---- - - ------ - --
0.1
0-05
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)

Bioretention Calcs
lower parking pre and post Type // 24-hr 1.00 hrs mdc Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 23
Hydrograph for Subcatchment 1S: (new Subcat)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.50
0.66
0.05
0.02
1.00
1.00
0.17
0.13
1.50
1.00
0.17
0.00
2.00
1.00
0.17
0.00
2.50
1.00
0.17
0.00
3.00
1.00
0.17
0.00
3.50
1.00
0.17
0.00
4.00
1.00
0.17
0.00
4.50
1.00
0.17
0.00
5.00
1.00
0.17
0.00
5.50
1.00
0.17
0.00
6.00
1.00
0.17
0.00
6.50
1.00
0.17
0.00
7.00
1.00
0.17
0.00
7.50
1.00
0.17
0.00
8.00
1.00
0.17
0.00
8.50
1.00
0.17
0.00
9.00
1.00
0.17
0.00
9.50
1.00
0.17
0.00
10.00
1.00
0.17
0.00
10.50
1.00
0.17
0.00
11.00
1.00
0.17
0.00
11.50
1.00
0.17
0.00
12.00
1.00
0.17
0.00
12.50
1.00
0.17
0.00
13.00
1.00
0.17
0.00
13.50
1.00
0.17
0.00
14.00
1.00
0.17
0.00
14.50
1.00
0.17
0.00
15.00
1.00
0.17
0.00
15.50
1.00
0.17
0.00
16.00
1.00
0.17
0.00
16.50
1.00
0.17
0.00
17.00
1.00
0.17
0.00
17.50
1.00
0.17
0.00
18.00
1.00
0.17
0.00
18.50
1.00
0.17
0.00
19.00
1.00
0.17
0.00
19.50
1.00
0.17
0.00
20.00
1.00
0.17
0.00
20.50
1.00
0.17
0.00
21.00
1.00
0.17
0.00
21.50
1.00
0.17
0.00
22.00
1.00
0.17
0.00
22.50
1.00
0.17
0.00
23.00
1.00
0.17
0.00
23.50
1.00
0.17
0.00
24.00
1.00
0.17
0.00
24.50
1.00
0.17
0.00
25.00
1.00
0.17
0.00
25.50
1.00
0.17
0.00
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
26.00
1.00
0.17
0.00
26.50
1.00
0.17
0.00
27.00
1.00
0.17
0.00
27.50
1.00
0.17
0.00
28.00
1.00
0.17
0.00
28.50
1.00
0.17
0.00
29.00
1.00
0.17
0.00
29.50
1.00
0.17
0.00
30.00
1.00
0.17
0.00

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs mdc Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 2S: (new Subcat)
Runoff = 0.45 cfs @ 0.61 hrs, Volume= 0.010 af, Depth= 0.10"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.00 hrs mdc Rainfall=1.00"
Area (sf) CN Description
27,637 98
23,905 61
51,542 81 Weighted Average
23,905 46.38% Pervious Area
27,637 53.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 2S: (new Subcat)
Hydrograph
- i-y--'ii--'r-rt-y--'i--r-+-y--'r-r-+--'i--'r-r-�--'i--'r-r-rt--'i--'r-r-rt--'i--'r-r-y-- ■Runoff
0.45 cfs - -- - ---- - ---- - ---- - ---- - ---- - --
-+--I--r-+-+--I--r-+-+--I--r-+--I--I--+-+T�Y�p�
0.44------'---'------'---'------'---'----'-- r
0.42 + - + - - - - r - + - + - - - - r - + - - - - - r - + - - - - - - r - - -I- -I- - + - + - -I- - r - + - 4 - I- - - + - + - -
0.4
--
0.38 +-+----r-+-+----r-+-----r-+------r-+----�I-- 4---I--r-+-4---I--I--�+- --
0.36---'i--'i--'r---'i--'i--'r---'i--'i--'r---'i--'i--'r- IiR�.117V71 II/'�Ire&51.5421 SJ
0.34 - --I-- - - --I-- -+- --I---+------!--4--I--I--�-4--I--�-�-�---I----L-�--
0.32 T-----T-T-----T- T-T--T- T- T----T- 'RVno' TV91a_mm7'V.I���-af -
0.3 - --I-- - - --I-- - - --I-- - ----I-- - Y Y
w 0.28 r-r--r- r-r-r-- r -r -r---r- r- r
----r-r-r
--i- �r M--
0.26
1-J--I--L-1-J--1--L-1-J--1--L-1--1----L-1--�_ Runo#QehrQ.1T0�--
0 0.24 T-T----'r-T-T----r-T-T--'-r-T--'--'-r-T------T-T--'-- Z -
LL 0.22---�__�__r_ �__�__�__� - __�__1--L - 1--I--I--1 - 1----I--I - �i-Le'# I __
0.2 r-r--r-r-r-r----r-7-r--I--r-r----r-r-r----r-r-r----r-r-r
0.18------------------------------
-------------------------- 7r�--
0.16-y--i--r-rt-y--i--r-+-y--r-r-+--i--r-r-I--i--r-r-rt--i--r-r-rt--i--r-r-y--
0.14------'---'------'---'------'---'------'---'------'---'------'---'---------'--
0.12 -+----r-+-+----r-+-+----r-+------r-+------+-+----r-+-+------+-+--
0.1------T-T------il-T--'ii----i-------i-------i-------i-------i --i--
0.08 -+----+-+-+----+-+-+----r-+------+-+------+-+----+-+-+------+-+--
0.06----I--,-?----I--, -----,--, -----,--,-----I--,-?--I--, -,-?----,--, --I--
0.04 - --I-- - - --I-- -+- --I---+----I-- - ----I-- - --I-- - - ----I-- - --
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)

Bioretention Calcs
lower parking pre and post Type // 24-hr 1.00 hrs mdc Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 25
Hydrograph for Subcatchment 2S: (new Subcat)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.50
0.66
0.01
0.01
1.00
1.00
0.10
0.11
1.50
1.00
0.10
0.00
2.00
1.00
0.10
0.00
2.50
1.00
0.10
0.00
3.00
1.00
0.10
0.00
3.50
1.00
0.10
0.00
4.00
1.00
0.10
0.00
4.50
1.00
0.10
0.00
5.00
1.00
0.10
0.00
5.50
1.00
0.10
0.00
6.00
1.00
0.10
0.00
6.50
1.00
0.10
0.00
7.00
1.00
0.10
0.00
7.50
1.00
0.10
0.00
8.00
1.00
0.10
0.00
8.50
1.00
0.10
0.00
9.00
1.00
0.10
0.00
9.50
1.00
0.10
0.00
10.00
1.00
0.10
0.00
10.50
1.00
0.10
0.00
11.00
1.00
0.10
0.00
11.50
1.00
0.10
0.00
12.00
1.00
0.10
0.00
12.50
1.00
0.10
0.00
13.00
1.00
0.10
0.00
13.50
1.00
0.10
0.00
14.00
1.00
0.10
0.00
14.50
1.00
0.10
0.00
15.00
1.00
0.10
0.00
15.50
1.00
0.10
0.00
16.00
1.00
0.10
0.00
16.50
1.00
0.10
0.00
17.00
1.00
0.10
0.00
17.50
1.00
0.10
0.00
18.00
1.00
0.10
0.00
18.50
1.00
0.10
0.00
19.00
1.00
0.10
0.00
19.50
1.00
0.10
0.00
20.00
1.00
0.10
0.00
20.50
1.00
0.10
0.00
21.00
1.00
0.10
0.00
21.50
1.00
0.10
0.00
22.00
1.00
0.10
0.00
22.50
1.00
0.10
0.00
23.00
1.00
0.10
0.00
23.50
1.00
0.10
0.00
24.00
1.00
0.10
0.00
24.50
1.00
0.10
0.00
25.00
1.00
0.10
0.00
25.50
1.00
0.10
0.00
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
26.00
1.00
0.10
0.00
26.50
1.00
0.10
0.00
27.00
1.00
0.10
0.00
27.50
1.00
0.10
0.00
28.00
1.00
0.10
0.00
28.50
1.00
0.10
0.00
29.00
1.00
0.10
0.00
29.50
1.00
0.10
0.00
30.00
1.00
0.10
0.00

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs mdc Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 10S: pre con
[45] Hint: Runoff=Zero
Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.00 hrs mdc Rainfall=1.00"
Area (sf) CN Description
92,415 61 >75% Grass cover, Good, HSG B
1,250 96 Gravel surface, HSG C
93,665 61 Weighted Average
93,665 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
26.0 Direct Entry,
Subcatchment 10S: pre con
Hydrograph
❑ Runoff
Type 11 �41-1lr '1.00 hri
mdo Raiinfallr1.001'
R'u doff' Arda:*3 '666 sf
Rungff'�, V'o1'�,ump=10.'000'1, at
U i li a•
Runoff Depthr0.00
LL Tc6p-.26'A rh i h
(N='�61
0.00 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)

Bioretention Calcs
lower parking pre and post Type // 24-hr 1.00 hrs mdc Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 27
Hydrograph for Subcatchment 10S: pre con
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.50
0.66
0.00
0.00
1.00
1.00
0.00
0.00
1.50
1.00
0.00
0.00
2.00
1.00
0.00
0.00
2.50
1.00
0.00
0.00
3.00
1.00
0.00
0.00
3.50
1.00
0.00
0.00
4.00
1.00
0.00
0.00
4.50
1.00
0.00
0.00
5.00
1.00
0.00
0.00
5.50
1.00
0.00
0.00
6.00
1.00
0.00
0.00
6.50
1.00
0.00
0.00
7.00
1.00
0.00
0.00
7.50
1.00
0.00
0.00
8.00
1.00
0.00
0.00
8.50
1.00
0.00
0.00
9.00
1.00
0.00
0.00
9.50
1.00
0.00
0.00
10.00
1.00
0.00
0.00
10.50
1.00
0.00
0.00
11.00
1.00
0.00
0.00
11.50
1.00
0.00
0.00
12.00
1.00
0.00
0.00
12.50
1.00
0.00
0.00
13.00
1.00
0.00
0.00
13.50
1.00
0.00
0.00
14.00
1.00
0.00
0.00
14.50
1.00
0.00
0.00
15.00
1.00
0.00
0.00
15.50
1.00
0.00
0.00
16.00
1.00
0.00
0.00
16.50
1.00
0.00
0.00
17.00
1.00
0.00
0.00
17.50
1.00
0.00
0.00
18.00
1.00
0.00
0.00
18.50
1.00
0.00
0.00
19.00
1.00
0.00
0.00
19.50
1.00
0.00
0.00
20.00
1.00
0.00
0.00
20.50
1.00
0.00
0.00
21.00
1.00
0.00
0.00
21.50
1.00
0.00
0.00
22.00
1.00
0.00
0.00
22.50
1.00
0.00
0.00
23.00
1.00
0.00
0.00
23.50
1.00
0.00
0.00
24.00
1.00
0.00
0.00
24.50
1.00
0.00
0.00
25.00
1.00
0.00
0.00
25.50
1.00
0.00
0.00
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
26.00
1.00
0.00
0.00
26.50
1.00
0.00
0.00
27.00
1.00
0.00
0.00
27.50
1.00
0.00
0.00
28.00
1.00
0.00
0.00
28.50
1.00
0.00
0.00
29.00
1.00
0.00
0.00
29.50
1.00
0.00
0.00
30.00
1.00
0.00
0.00

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs mdc Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 28
Summary for Reach 1 OR: (new Reach)
Inflow Area = 0.967 ac, 64.45% Impervious, Inflow Depth = 0.17" for mdc event
Inflow = 0.78 cfs @ 0.60 hrs, Volume= 0.014 of
Outflow = 0.12 cfs @ 2.05 hrs, Volume= 0.014 af, Atten= 85%, Lag= 86.9 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.11 fps, Min. Travel Time= 61.9 min
Avg. Velocity = 0.02 fps, Avg. Travel Time= 283.4 min
Peak Storage= 433 cf @ 1.03 hrs
Average Depth at Peak Storage= 0.23'
Bank -Full Depth= 1.00' Flow Area= 6.8 sf, Capacity= 1.74 cfs
3.85' x 1.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 9.85'
Length= 415.6' Slope= 0.0000 T
Inlet Invert= 2,161.01', Outlet Invert= 2,161.00'
Reach 1 OR: (new Reach)
Hydrograph
■ Inflow
Y-r--I--r-r-r-�-�--I--r-r-T-r--I--I_-r-r-T-�--I--r-r-Y-�-�--I--r-r-
0.8 0.78 cfs ■Outflow
0.8 - T-�I----Ii -I�--------I�- - 7-------�nrvN=J�r`e=Q.6==
�' +-+-------+--------+------I-- -
0.75
1-1- -- - -- - - --Av-fI0w1)eprth:;0- T-
0.7
0.65 M'.`r Y�=y'f. p.5 -
0.6
T-T-----�F-�F-T-------Ir-T-7-7----II-Ir-T-7------�F-T-7---I--I -r-T-
0.5 I I 1
U i� r - t - t ------ t - r -I ------t -1 -1 -1 ------t -1 -1 -------- r -I
L-415 V+
�- 0.45 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
0 0.4
0.35
0.3 -------------
----- -- ----I, --Oaplll4�-1:�41II-�%-
- ----- -
0.25
02
0.12 cfs -I- T-7----I-- T-7- -I- T-7--I--I- -7-T-7------F-7-
0.15 I I I I I
t-t--I--r-r-r-t--I--I--r-r-t-t--I--r-r-r-t--I--I--r-r-t-t--I--r-r-r-
0.1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)

Bioretention Calcs
lower parking pre and post Type // 24-hr 1.00 hrs mdc Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 29
Hydrograph for Reach 1OR: (new Reach)
Time
Inflow
Storage
Elevation
Outflow
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
2,161.01
0.00
1.00
0.13
432
2,161.24
0.00
2.00
0.00
211
2,161.13
0.12
3.00
0.00
121
2,161.08
0.04
4.00
0.00
79
2,161.06
0.02
5.00
0.00
57
2,161.04
0.01
6.00
0.00
43
2,161.04
0.00
7.00
0.00
34
2,161.03
0.00
8.00
0.00
28
2,161.03
0.00
9.00
0.00
23
2,161.02
0.00
10.00
0.00
19
2,161.02
0.00
11.00
0.00
17
2,161.02
0.00
12.00
0.00
15
2,161.02
0.00
13.00
0.00
13
2,161.02
0.00
14.00
0.00
11
2,161.02
0.00
15.00
0.00
10
2,161.02
0.00
16.00
0.00
9
2,161.02
0.00
17.00
0.00
8
2,161.01
0.00
18.00
0.00
7
2,161.01
0.00
19.00
0.00
6
2,161.01
0.00
20.00
0.00
5
2,161.01
0.00
21.00
0.00
4
2,161.01
0.00
22.00
0.00
4
2,161.01
0.00
23.00
0.00
3
2,161.01
0.00
24.00
0.00
3
2,161.01
0.00
25.00
0.00
3
2,161.01
0.00
26.00
0.00
2
2,161.01
0.00
27.00
0.00
2
2,161.01
0.00
28.00
0.00
2
2,161.01
0.00
29.00
0.00
2
2,161.01
0.00
30.00
0.00
1
2,161.01
0.00

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs mdc Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 30
Summary for Reach 13R: (new Reach)
Inflow Area = 1.183 ac, 53.62% Impervious, Inflow Depth = 0.10" for mdc event
Inflow = 0.45 cfs @ 0.61 hrs, Volume= 0.010 of
Outflow = 0.11 cfs @ 1.63 hrs, Volume= 0.010 af, Atten= 75%, Lag= 61.5 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.12 fps, Min. Travel Time= 38.5 min
Avg. Velocity = 0.02 fps, Avg. Travel Time= 192.3 min
Peak Storage= 257 cf @ 0.99 hrs
Average Depth at Peak Storage= 0.20'
Bank -Full Depth= 1.00' Flow Area= 6.8 sf, Capacity= 2.10 cfs
3.85' x 1.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 9.85'
Length= 287.7' Slope= 0.0000 T
Inlet Invert= 2,161.01', Outlet Invert= 2,161.00'
Reach 13R: (new Reach)
Hydrograph
o.
0.45 cfs
L-J--1----
--L------L-L-L-
----1--LLn-L-L------it
-QL-
0.4
0.46
1-1-J--1--1--L-1-
--1--1--L-L-1-
----'--ry
-�l-p-L-1-1-"`,-----
11"A ;�j. r181-0
ll --
0.44
r-T-
-1--11--11--11--11--11--
--1--1
-1
-r---1--1--1
-r-
- --1--1
- -r---1--1-- -r- ---1--1--r-r-
- - - --flow lfle th To:201-
--1--1--i -r
0.4
0.38
0.36
+-+-+--1--1--+-+-+--1--1--+-+-+-+--1--1--+-+-+
--1--11--11--11--11--11--
1--11--11--11--11--
1--11--11--11--11--?-
1-
1--11--1-1
1--1--1
1 1--1--1--1-
(� -fm+ +-
-1 -lr- IMCI.-1i/Y�=�'f� lf04-
0.34
0.32
+-+-+--1--1--+-+-+--1--1--+-+-+-+--1--1--+-+-+--1--1--1--+-+-+--1-
--------------------------------------------------
1-+ +-
-n=1&022 -
0.3
0.288
+-+-+--1--1--+-+-+--1--1--+-+-+-+--1--+-+-+-+-+-+--+-+-+-+-+--+-+-+-
17
Y
0.26
0 0.24
lL 0.22
r-r-r--1--r-r-r-r--1--1--r-r-r-r--1--r-r-r-r--1--1--r-r-r
1, --11
r-r-__1--1--_r-__1--1--r-r-r-r--1--1--r-r-r--1--1-
--11--11--1�
-1�
- 1�--11--11--11--1�
-
1� - '
L11--1-
r-
1_ 1_- 1_-L- 1 1 1_ � �� 1_i i
-----nn-nn-nn-nn-
1-
0.2
1
r-r-
1 1
--li--li--r-r-
1
1 1
--li--li--r-r-
1
1 1
1
---1i--1--r-r
1 1 1 1 1
r
I L -L- �pin�� '-�1- dfs -
0.18
0.1
0.11 cfs
---I--1�
-1�-T-
------1�-r-
-;--I--1�
-1�-r--T--I--I-4-r--T------I-44
0.1
0.1
-
-J--1--1--L-L-L--1--1--L-
--1--1--;
- ---1--1--;
-L-
-
--1--1--L-
--1--------
-1--1--1--1--L-L-L--1--1--L-L-
-------- -- ------- ----
0.08
0.06
-+-+--1--1--+-+-+--1--1--+-+-+-+--1--1--+-+-+--1--1--1--+-+-+--1--1--+-+-
--11--11--11--11--11--
1--11--11--11--11--?-
1--11--11--11--11--?--11--11--11--11--?-
1--11--11--11--11--
0.04
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
■ Inflow
■ Outflow

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs mdc Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 31
Hydrograph for Reach 13R: (new Reach)
Time
Inflow
Storage
Elevation
Outflow
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
2,161.01
0.00
1.00
0.11
257
2,161.21
0.00
2.00
0.00
91
2,161.09
0.06
3.00
0.00
45
2,161.05
0.01
4.00
0.00
28
2,161.03
0.01
5.00
0.00
19
2,161.03
0.00
6.00
0.00
14
2,161.02
0.00
7.00
0.00
11
2,161.02
0.00
8.00
0.00
9
2,161.02
0.00
9.00
0.00
7
2,161.02
0.00
10.00
0.00
5
2,161.01
0.00
11.00
0.00
4
2,161.01
0.00
12.00
0.00
3
2,161.01
0.00
13.00
0.00
3
2,161.01
0.00
14.00
0.00
2
2,161.01
0.00
15.00
0.00
2
2,161.01
0.00
16.00
0.00
1
2,161.01
0.00
17.00
0.00
1
2,161.01
0.00
18.00
0.00
1
2,161.01
0.00
19.00
0.00
1
2,161.01
0.00
20.00
0.00
1
2,161.01
0.00
21.00
0.00
0
2,161.01
0.00
22.00
0.00
0
2,161.01
0.00
23.00
0.00
0
2,161.01
0.00
24.00
0.00
0
2,161.01
0.00
25.00
0.00
0
2,161.01
0.00
26.00
0.00
0
2,161.01
0.00
27.00
0.00
0
2,161.01
0.00
28.00
0.00
0
2,161.01
0.00
29.00
0.00
0
2,161.01
0.00
30.00
0.00
0
2,161.01
0.00

Bioretention Calcs
lower parking pre and post Type 11 24-hr 1.00 hrs mdc Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 32
Summary for Pond 12P: (new Pond)
[57] Hint: Peaked at 2,158.21' (Flood elevation advised)
Inflow Area = 2.150 ac, 58.49% Impervious, Inflow Depth > 0.13" for mdc event
Inflow = 0.19 cfs @ 1.81 hrs, Volume= 0.024 of
Outflow = 0.19 cfs @ 1.81 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min
Primary = 0.19 cfs @ 1.81 hrs, Volume= 0.024 of
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Peak Elev= 2,158.21' @ 1.81 hrs
Device Routing Invert Outlet Devices
#1 Primary 2,158.00' 12.0" Round Culvert
L= 28.4' Box, headwall w/3 square edges, Ke= 0.500
Inlet / Outlet Invert= 2,158.00' / 2,153.00' S= 0.1761 T Cc= 0.900
n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf
#2 Primary 2,162.00' 4.0" x 4.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.19 cfs @ 1.81 hrs HW=2,158.21' (Free Discharge)
�`!=Culvert
(Inlet Controls 0.19 cfs @ 1.57 fps)
2=Orifice/Grate ( Controls 0.00 cfs)
Pond 12P: (new Pond)
Hydrograph
------------L-1-
-L----L-L-1-
-L----L-L-1-
------L-1-L-L----'--L-
❑ Inflow
0.21-----+-+-+-+----+-+-+-+-+----+-+-+-+------+-+-+--q---�-+-
0.2 0.19 cfs - - --
�.
r
--- -r
T
-,
7
- ----
1
--T-,-,-
i�17t �" Z - a� -
❑ Primary
0.19 -----�--�
-
------�--�
----�--�-
-----------------------------
0.18-J--1--1--L-1-L-J--1--L-L-L-L-L--_
�_
0.17
-
0.16 ----
- -T-
-----F-r-T-
-
-
---F-r -T- ------ -T- - ---- - -
0.15
-
- -
0.14 ------
-
-
- ----
- - - - ----
- - - ------ - - - ------ -
0.13-----L-+-L-L-----L-+-L------+-+-L------L-+-L-L----�-L-
w 012
F
" 0.11 -'--'--'--'--'---'--'--'--'--'--'---'--'--'--'--'--'---'--'--'--'--'---'--'--'--'--'--
o0.1
------+-
LL 0.09 -----
-r-r-r-r--i--r-r-r-r-r--r-r-r-r-r--i--r-r-r-r-r--i--r-r-
-
- ----+-
- - - ----+-
- -------+- - -------+-
0.08
0.07
0.06 -----+-+-+-+----+-+-+-+-+----+-+-+-+------+-+-+-+------+-
0.05
----Ir-T-
-1----Ir-1-T-,-1----Ir-1-T-,------Ir-T-1-1------Ir-
0.04 �.
-�--� -
----�
-----------------------------
0.03-L-L-L-L--'--L-L-L-L-L--'--L-L-L-L--'--'--L-L-L-L--'--'--L-
0.02
0.01
0
0 1 2 3 4 5
6 7 8
9
10 11
12 13 14 15 16 17
18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)

Bioretention Calcs
lower parking pre and post Type // 24-hr 1.00 hrs mdc Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 7/7/2020
HydroCADO 10.00-25 s/n 08950 © 2019 HydroCAD Software Solutions LLC Page 33
Hydrograph for Pond 12P: (new Pond)
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
2,158.00
0.00
0.50
0.00
2,158.00
0.00
1.00
0.00
2,158.00
0.00
1.50
0.11
2,158.16
0.11
2.00
0.18
2,158.20
0.18
2.50
0.10
2,158.15
0.10
3.00
0.05
2,158.11
0.05
3.50
0.03
2,158.09
0.03
4.00
0.02
2,158.07
0.02
4.50
0.02
2,158.05
0.02
5.00
0.01
2,158.05
0.01
5.50
0.01
2,158.04
0.01
6.00
0.01
2,158.04
0.01
6.50
0.00
2,158.03
0.00
7.00
0.00
2,158.02
0.00
7.50
0.00
2,158.02
0.00
8.00
0.00
2,158.02
0.00
8.50
0.00
2,158.01
0.00
9.00
0.00
2,158.01
0.00
9.50
0.00
2,158.01
0.00
10.00
0.00
2,158.01
0.00
10.50
0.00
2,158.01
0.00
11.00
0.00
2,158.01
0.00
11.50
0.00
2,158.01
0.00
12.00
0.00
2,158.01
0.00
12.50
0.00
2,158.00
0.00
13.00
0.00
2,158.00
0.00
13.50
0.00
2,158.00
0.00
14.00
0.00
2,158.00
0.00
14.50
0.00
2,158.00
0.00
15.00
0.00
2,158.00
0.00
15.50
0.00
2,158.00
0.00
16.00
0.00
2,158.00
0.00
16.50
0.00
2,158.00
0.00
17.00
0.00
2,158.00
0.00
17.50
0.00
2,158.00
0.00
18.00
0.00
2,158.00
0.00
18.50
0.00
2,158.00
0.00
19.00
0.00
2,158.00
0.00
19.50
0.00
2,158.00
0.00
20.00
0.00
2,158.00
0.00
20.50
0.00
2,158.00
0.00
21.00
0.00
2,158.00
0.00
21.50
0.00
2,158.00
0.00
22.00
0.00
2,158.00
0.00
22.50
0.00
2,158.00
0.00
23.00
0.00
2,158.00
0.00
23.50
0.00
2,158.00
0.00
24.00
0.00
2,158.00
0.00
24.50
0.00
2,158.00
0.00
25.00
0.00
2,158.00
0.00
25.50
0.00
2,158.00
0.00
Time
hours)
Inflow
(cfs)
Elevation
(feet)
Primary
(cfs)
26.00
0.00
2,158.00
0.00
26.50
0.00
2,158.00
0.00
27.00
0.00
2,158.00
0.00
27.50
0.00
2,158.00
0.00
28.00
0.00
2,158.00
0.00
28.50
0.00
2,158.00
0.00
29.00
0.00
2,158.00
0.00
29.50
0.00
2,158.00
0.00
30.00
0.00
2,158.00
0.00