SW3170503 (8)

Charlotte
4 Raleigh
Colejen
& at o Ite�
Land Planning
Landscape Architecture
Civil Engineering
Urban Design
200 South Tryon Street, Suite 1400
Charlotte, North Carolina 28202
P+ 704 376 1555 f+ 704 376 7851
AFTON RIDGE INDUSTRIAL
CJS # 4386.04
CALCULATIONS FOR:
STORMWATER DETENTION & WATER QUALITY
EROSION CONTROL
o�@��d�0
MAY .4 2017_,
DEQ WATER RESOURCES
401 & BUFFER PERMITTI G
DATE: 04.21.17
REV:
now, CARpi
low
aM• � i
SEAL
C-lU3
-T 0 3 17

PROJECT SUMMARY
Charlotte
Raleigh AFTON RIDGE INDUSTRIAL
CJS PROJECT NO - 4386.04
+ColeJenest Wilmington
DATE 04.21.17 BY NTV &Stone
REVISED: RVW: JCC Land Planning + Landscape Architecture + Civil Engineering + Urban Design
Afton Ridge Industrial is a proposed 3 lot industrial subdivision located North of Goodman Road Concord, North Carolina. The
project will consist of roadways, storm drainage collection & conveyances, stormwater BMP's and associated utilities. The
project will be constructed in (3) total phases, submitted separately. The stormwater management system will collect and
convey stormwater runoff from improved areas to a single wet detention pond for each phase, isolating the phases for
independent construction. Off-site stormwater will be bypassed via ditches when appropriate at the top of cut slopes and the
bottom of fill slopes. The ponds will be designed in accordance with the North Carolina Department of Environmental Quality
(NCDEQ) Stormwater Best Managment Practices (BMP) Manual to provide water quality treatment to remove 85% total
suspended solids (TSS). Stormwater detention will be provided in each pond to provide peak control for the 1 yr, 10yr, and 25yr, -
24hr storm events, in accordance with the North Carolina State stormwater requirements. The pond outlet has been designed to
provide adequate bypass during a 100 -yr - 24hr storm event while maintaining adequate freeboard in the pond.

STORMWATER DETENTION &
WATER QUALITY

HYDROLOGIC ANALYSIS
Charlotte
AFTON RIDGE INDUSTRIAL^_ ^. Raleigh
CJS PROJECT NO: 4386 04
Coleaenest Wilmington
DATE: 04.21.17 BY' NT & Stone
V
REVISED RVW .ICC Land Planning + Landscape Architecture+ Civil Engineering + Urban Design
DRAINAGE AREAS:
(see attached drainage area map)
SOIL TYPES:
(see attached soils map)
Basin #1
Predeveloped Drainage Area =
36.34
acres
0.056781
sq. miles
ffnIPostdieveloped
Drainage Area=
25.30
acres
0 039531
sq. miles
SOIL TYPES:
(see attached soils map)
Basin #1
jArea %
Soil T e
Hydrologic Soil Group
30
CUM
B
30
CcD2
B
10
PoD
C
30
POB
C
CURVE NUMBER:
Predeveloped CN
BASIN #1
Cover Type
% Im ervio, Area ac
% Total
Imp. Area
CN Wtd. CN
Woods(good, B
0 15.26
0.42
00
55 23.1
Woods fair, C
0 10.18
0.28
00
60 16.8
Grass/Open space (good, B)
0 10.9
0.30
00
61 18.3
Pavement/Buildings
100 0
0.00
00
98 0.0
Total
36 34
0.68
1 0.0
1 58.2
Total
253
Use CN = 58
Postdeveloped CN
BASIN #1
Cover Type
% Im ervio Area ac
% Total
Imp. Area
CN Wtd. CN
Streets/Roads
0
0
0.00
000
98 0.0
Residential (1/8 ac. or less, B)
0
0
0.00
0.00
85 0.0
Grass/Open sace(good, B)
0
8.05
0.32
000
61 19.4
Paved Parking Lots/Buildings
100
17.25
0.68
17.25
98 668
Total
253
17.25
1 86.2
Use CN = 86

TIME OF CONCENTRATION
Charlotte
AFTON RIDGE INDUSTRIAL Raleigh
CJS PROJECT NO 4386.04 +ColeJenest Wilmington
DATE 04.21.17 BY NTV & Stone
REVISED RVW ,JCC I
Land Planning + Landscape Architecture + Civil Engineering + Urban Design
BASIN #1 TIME OF CONCENTRATION
PRE -DEVELOPMENT
Pre -development
Flow Phase One
Typ e: Sheet Flow
Length: 200 ft
"N" Value: 0.24 from tables
Slope: 0.07 ft/ft
Com uted 'T' 15.3 Minutes
Pre -development
Flow Phase Two
I Type: Shallow Concentrated Flow
u
954 ft
u=unpaved
= aved
KLength:
0.075 ft/ft
4.42 ft/sec
Com uted 'T': 0.06 hr, or 3.6 Minutes -11
Pre -development
Flow Phase Three
I Type: Oen Channel Flow
Length: 780 ft
Veloci 5 ft/sec (assumed)
Com uted 'T': 0.043 hr, or 2.6 Minutes
Pre -development
Total Flow
Summary
Time of Concentration
Total Tc = 21.5 Minutes
Lag Time
TLAe= 12.9 Minutes
TLAe=0.6xT.
TLAG= 0.22 Hours
BASIN #1- TIME OF CONCENTRATION
POST -DEVELOPMENT
Post -development
Total Flow
Summary
Time of Concentration
Total T. 5.0 Minutes
Lag Time
TLAe= 3.0 Minutes
TL4e=0.6xT.
TLA.= 0.05 Hours

TIME OF CONCENTRATION
Charlotte
AFTON RIDGE INDUSTRIAL
Raleigh
CJS PROJECT NO 4386.04
+ColeJenest Wilmington
DATE 04.21.17 BY NTV Stone
REVISED RVW' JCC Land Planning + Landscape Architecture + Civil Engineering + Urban Design
BASIN #1- BYPASS ATIME OF CONCENTRA
POST -DEVELOPMENT
Pre -development
Flow Phase Two
I Type: Shallow Concentrated Flow
Surface: u
Length: 737 ft
u=unpaved
p=paved I
S122e: 0.095 ft/ft
Velocity: 4.97 ft/sec
Com uted 'T': 0.041 hr, or 2.46 Minutes
Pre -development
Flow Phase Three
Type: Oen Channel Flow
Length: 1161 ft
Veloci : 5 f 1sec (assumed)
Com uted 'T': 0.065 hr, or 3.9 Minutes
Pre -development
Total Flow
Summary
Time of Concentration
Total T = 6.4 Minutes
Lag Time
T Lac = 3.8 Minutes
TLAc=0.6xT�
TLAe= 0.06 Hours
BASIN #1 - BYPASS B TIME OF CONCENTRATION
POST -DEVELOPMENT
Post -development
Total Flow
Summary
Time of Concentration
Total T c = 5.0 Minutes
Lag Time
TLAe= 3.0 Minutes
T LAG =0.6 x T �
T LAG = 0.05 Hours
BASIN #1- BYPASS C TIME OF CONCENTRATION
POST -DEVELOPMENT
Post -development
Total Flow
Summary
Time of Concentration
Total T, = 5.0 Minutes
Lag Time
TLAe= 3.0 Minutes
T Lac =0.6 x T
T LAG = 0.05 Hours

NCDENR- WQ Pond Analysis
AFTON RIDGE INDUSTRIAL +ColeJenest
216ghLeCJS PROJECT NO.: 4386.04 &W�Immgtan
DATE: 04.21.17 BY: NTV
Stone
REVISED RVW: JCC Land Planning + Landscape Architecture + Civil Engineering + Urban Design
NCDENR BMP Design Manual, July 2007
SURFACE AREA REQUIREMENTS
Total Drainage Area to Pond = 25.30 Acres
Post -Developed Impervious Area = 17.25 Acres, or 68.2 %
Average pool depth = 4.44 ft
Designed permanent pool elevation = 631.5
From Table 1 1 in the BMP Design Manual the required Surface Area to Drainage Area
Ratio (SA/DA) for the average permanent pool depth shown above = 2.09
Surface Area Required = SA/DA / 100 x Drainage Area: 0.529 Acres
Surface Area Provided (at permanent pool): 0.545 Acres
Refer to Storage - Elevation Data Chart
WATER QUALITY VOLUME (WQv)
Rv = runoff coefficient (Runoff/Rainfall)
WQv =Water Quality Volume (1 -inch water quality control)
I = % Impervious
("Simple Method" - Schueler)
Rv = 0.05 + 0.009(1)
WQv = 1.0"RvA
12
Rv = I0.66
WQv =F1.40 Ac. Ft.
60948 Cubic Feet Required
This volume must be released over a period of 2-5 days
Page 6 of 13

ELEVATION TO HOLD WQv
Refer to Storage - Elevation Data Chart
WQv Elevation = 634
RELEASE RATE
Release Rate for WQ control:
Water quality control volume is to be released over a 2 - 5 day duration.
Release Designed for 60
WQ Release Rate = 0.282 cfs Hour Detention
ORIFICE SIZING FOR WATER QUALITY VOLUME
Avg Head = (WQv Elev - Perm Pool Elev)/2 =1_1 ft
Use orifice equation
Q = CA(2gh)^0.5
A= Q/(C*(2gh)^0.5)
A 4-7-1-6-6—lin A 2
A = (¶*d^2)/4
d = ((A*4)/
d = 3.22 inches
Q= 0.282
Page 7 of 13
Release Rate for Design
Orifice

NCDENR WET POND AVG. DEPTH
AFTON RIDGE INDUSTRIAL
CJS PROJECT NO.: 14386.04
ATE. 04.21.97 BY: NN
Charlotte
Raleigh
+WeJenest Wilmington
& Stone
EVISED: I RVW: JCC II Land Planning + Landscape Architecture+ Civil Engineering + Urban Design
NCDEQ Stormwater Design Manual, Effective 01.01.2017
C-3. Wet Pond - Revised 04.18.2017
AVERAGE DEPTH (OPTION 2, EQUATION 3
ti Darg' _^ Abbt_tomofsheif
Where:'Average "depth in feet...
"+ VPIP _ = y Total volume o_f,,�permanenhpool.{feet•),, -
_ V"s't�k�, _,' r: -Voturne oven the shelf only (feet )= see
below,^
'Aiea'ofwet,pond, -the bottoin,of�the,sfielf, Eke
- _ ."a. Fk,;
.,1/,iwti=: •'" �05 ,Deptti,i;�t�„�,gn:v PerimeterP.n;tP;of Widttis„b,�;�avatiorgnotr
V\fhere." ,Dms.'o eisteirs„ r Depth of water it'the deep side of tfi4.sheff as„'
'measured at,permanent pool"Oe'et)'_�a-
" „Perimeter ,,,, p fl; , : = ”, , , Perimeter,of pernianer9t pool atti
t'e,bottom,ofthe
,.; ";"
sheif (feet)
Wdttis�hrt>ersed oaa ce'sr;ele = _. - , Width from th6rdeep side to the,, y'side; of,ttie;`.
= ' wshelf,as'measured at permanent pool,(feet) �'�dP, h
Vshelf
Depth of Water at Deep Side of Shelf:
Perimeter of the Permanent Pool*
Width of Half of Shelf:
Total Volume of Permanent Pool:
Area of Bottom of Shelf:
0.50 Ft.
647 Ft.
5 Ft.
Vshelf = 808.8 Cu. Ft.
91398 Cu. Ft.
20385 Sq. Ft.
Average Depth (da„) = 4.44 Ft.

Water Quality Pond
Charlotte
AFTON RIDGE INDUSTRIAL Raleigh
CJS PROJECT NO. 4386.04 +Cok-Jenest Wilmington
DATE: 04.21.17 BY NTV & Stone
REVISED. RVW JCC Land Planning + Landscape Architecture + Owl Engineering + Urban Design
Design Permanent Pool Elevation =1 631.5
Volume at Permanent Pool =1 2.10 ac -ft
WQv = 1.40 ac -ft
Elevation to hold Water Quality Volume = 633.64
Page 9 of 13
BMP Basin Stora e - Elevation Data
Elevation
Area (sf)
Area (ac)
Inc. Vol.
(ac -ft)
Total Accum.
Vol. (ac -ft)
Accum. Det.
Vol. (ac -ft) Notes
626.00
12053
0.28
0.000
627.00
13590
0.31
0.294
0.294
628.00
15184
0.35
0.330
0.625
629.00
16834
0.39
0.368
0.992
630.00
18541
0.43
0.406
1.398
631.00
20385
0.47
0.447
1.845
631.50
23734
0.54
0.253
2.098
0.00 PPV
632.00
27476
0.63
0.294
2.392
0.29
633.00
29660
0.68
0.656
3.048
0.95
634.00
31871
0.73
0.706
3.754
1.66
635.00
34139
0.78
0.758
4.512
2.41 WQv
636.00
36463
0.84
0.810
5.322
3.22
637.00
38843
0.89
0.864
6.187
4.09
638.00
41280
0.95
0.920
7.106
5.01
639.00
43774
1.00
0.976
8.083
5.98
Design Permanent Pool Elevation =1 631.5
Volume at Permanent Pool =1 2.10 ac -ft
WQv = 1.40 ac -ft
Elevation to hold Water Quality Volume = 633.64
Page 9 of 13

FLOTATION CALCULATIONS
Charlotte
AFTON RIDGE INDUSTRIAL Raleigh
CJS PROJECT NO: 4386 04 +(;OleJenest Wilmington
DATE: 04.21.17 BY NTV & Stone
REVISED RVW. JCC j Land Planning + Landscape Architecture + Civil Engineering + Urban Design
CONSTRAINTS:
Weight of Concrete
150 Ibs/ff^3
Weight of Water
62.4 lbs/ft^3
Safety Factor (S F)
125
Height of structure
145 ft
Structure thickness
6 in
Outlet box width
5 ft
Weight of outlet structurefWs)
Ws = (width + thickness x 4) x thickness x height x weight of concrete =
Weight of water displaced
Ww = (width + 2 x thickness)^2) x Weight of water height = 32572 8 lbs
Size Base
Wb = (S F. x Ww) - Ws = 16791 lbs
Footing size
Required concrete = Wb / Weight of concrete = 112 cult
'Assume base is 6" wider than exterior box width and minimum thickness is 8"
Thickness of base = 2 65 ft
Length = 7.00 ft
Width = 7.00 ft
Thickness = 2.65 ft
23925 lbs

HYDROLOGIC ANALYSIS
Chadotke
AFTON RIDGE INDUSTRIAL Raleigh
CJS PROJECT NO.: 4386.04
+Co1eJenest Wilmington
DATE: 04.21.17 BY: NTV &Stone
REVISED: RM JCC Land Planning + Landscape Architecture + Civil Engineering + Urban Design
DRAINAGE AREAS:
(see attached drainage area map)
iff!IlPostdeveloped
Predeveloped Drainage Area =
5.05
acres
0 007891
im
Drainage Area= 4.00 acres 0.006250
SOIL TYPES:
(see attached soils map)
Basin #2
jArea %
Soil T eI
Hydrologi c Soil Group
50
CuD2
B
50
CuB2
B
CURVE NUMBER:
Predeveloped CN
BASIN #2
Cover Type
% Im ervio, Area (ac)
% Total
Imp. Area
CN Md. CN
Woods (good, B)
0 3.71
1 0.73
0.0
55 40.4
Grass/O en space (good, B)
0 1.34
0.27
0.0
61 16.2
Pavement/Buildings
100 0
0.00
0.0
98 0.0
Total
5.05
0.0
56.6
11 Use CN = 57
Postdeveloped CN
BASIN #2
Cover Type
% Im ervio, Area ac
% Total
Imp. Area
CN Md. CN
Woods(good, B
0 2.66
0.67
0.00
55 36.6
Grass/Open space(good, B
0 1.34
0.34
0.00
61 20.4
Pavement/Buildings
100 0
0.00
0.00
98 0.0
Total
4.00
0.00
57.0
1 Use CN = 57

TIME OF CONCENTRATION
QW 1.U-
AFTON RIDGE INDUSTRIAL Raleigh
CJS PROJECT NO.: 4386 04
*ColeJenest Wilmington
& Stone
DATE: 04.21.17 BY NTV
REVISED RVW. JCC Land Rarmng + Lanoscave Ard»tccture + Civil Engineering + Uroan Deign
BASIN #2 TIME OF CONCENTRATION
PRE -DEVELOPMENT
Pre -development
Flow Phase One
Type: Sheet Flow
Length: 100 ft
"N" Value. 0.24 from tables
Slope: 0.07 ff1ft
Com uted 'T' 8.8 Minutes
Pre -development
Flow Phase Two
Type: Shallow Concentrated Flow
Surface: u
Length: 587 ft
u=unpaved
p=paved
Slope: 0.06 ft/ft
Velocity.* 3.95 ft/sec
Computed T': 0.041 hr, or 2.46 Minutes
Pre -development
Flow Phase Three
I e: Oen Channel Flow
Len the 0 ft
lVelocity., 5 ft/sec(assumeco
Com uted T: 0 hr, or 0.0 Minutes
Pre -development
Total Flow
Summary
Time of Concentration
Total T. 11.3 Minutes
Lag Time
TLAe= 6.8 Minutes
Tie=0.6xTc
TAe= 0.11 Hours

TIME OF CONCENTRATION
AFTON RIDGE INDUSTRIAL FbIcigu;
+ColeJenest
fIJ12ItJt1
CJS PROJECT NO 4386 04
Ylilmington
& Stone
DATE. 04.21.17 BY NTV
REVISED RVW JCC
Rbrmng + Lznbscap:lvchftecture+ Civil Engmanng + Uroan fksign
BASIN #2 TIME OF CONCENTRATION
POST -DEVELOPMENT
Post -development
Flow Phase One
T e: Sheet Flow
Length: 100 ft
"N" Value: 0.24 from tables
Slo e: 0.09 ft/ft
Com uted 'T' 7.9 Minutes
Post -development
Flow Phase Two
I Type: Shallow Concentrated Flow
Surface: u
Length: 298 ft
u=unpaved
=aved
Slope: 0.0638 Wft
Velocity, 4.08 ft/sec
Com uted 'T': 0.02 hr, or 1.2 Minutes
Post -development
Flow Phase Three
I
Typ e: Pipe Flow
Len the
177 ft
Velocit .
13.93 ft/sec (calculated)
Com uted 'T':
0.004 hr, or 0.2 Minutes
Post -development Type: Shallow Concentrated Flow
Flow Phase Two Surface: u
Length: 93 If
u=unpaved
p=paved :�]Velocitv.
Slope:
0.05 ft/ft
3.61 ft/sec
Computed W.
0.007 hr, or 0.42 Minutes
Post -development
Total Flow
Summary
Time of Concentration
Total T,= 9.8 Minutes
Lag Time
TL_AG= 5.9 Minutes
TLAc=0.6x
Tu,c= 0.10 Hours

STORMWATER DETENTION &
WATER QUALITY
HYDROCAD ANALYSIS

Pre -Development -
Bas n #1
41
1 L�
Pre -Development Outfall
Post -Development -'
Basin #1 - Bypass A
Post -Development -
Basin #1 - BMP #1
2bS
Post -Development -
Basin #1 - Bypass B
Sub4
Reach on "L
ink
BMP #1
[ I
Post evelopment
Outfall
Post -Development -
Basin #1 - Bypass C

4386 Basin #1
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (su bcatchment-n umbers)
7.850 61 >75% Grass cover, Good, HSG B (2S)
36.340 58 From Excel Spreadsheet (1S)
17.300 98 Paved roads w/curbs & sewers, HSG B (2S)
12.660 58 Woods/grass comb., Good, HSG B (2aS, 2bS, 2cS)
74.150 68 TOTAL AREA

4386 Basin #1
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10 00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
37 810
HSG B 2aS, 2bS, 2cS, 2S
0.000
HSG C
0 000
HSG D
36 340
Other is
74.150
TOTAL AREA

4386 Basin #1
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC 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
7.850
0 000
0.000
0.000
0.000
0 000
0 000
0.000
36.340
0.000
17.300
0.000
0.000
0 000
0 000
12.660
0 000
0.000
0 000
7 850
>75% Grass cover, Good
2S
36 340
From Excel Spreadsheet
is
17 300
Paved roads w/curbs & sewers
2S
12 660
Woods/grass comb., Good
2aS,
2bS,
2cS
0.000 37.810 0.000 0.000 36.340 74.150 TOTAL AREA

4386 Basin #1
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10 00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 5
Pipe Listing (all nodes)
Line# Node In -Invert Out -Invert Length Slope n DiamMidth Height Inside -Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 2P 626.00 62524 76.3 0.0100 0 013 36.0 00 00

4386_Basin #1 Type 11 24 -hr 1-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 6
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1 L: Pre-DevelopmentOutfall Inflow=3.82 cfs 0.734 of
Primary=3.82 cfs 0.734 of
Subcatchment1S: Pre -Development- Runoff Area=36.340 ac 0.00% Impervious Runoff Depth=0.24"
Tc=21.4 min CN=58 Runoff=3.82 cfs 0.734 of
Subcatchment2aS: Post -Development- Runoff Area=5.760 ac 0 00% Impervious Runoff Depth=0.24"
Tc=6.4 min CN=58 Runoff=1.22 cfs 0.116 of
Subcatchment2bS: Post -Development- Runoff Area=2.140 ac 0.00% Impervious Runoff Depth=0.24"
Tc=5 0 min CN=58 Runoff=0.50 cfs 0.043 of
Subcatchment2cS: Post -Development- Runoff Area=4.760 ac 0.00% Impervious Runoff Depth=0.24"
Tc=5 0 min CN=58 Runoff=1.12 cfs 0.096 of
Link 2L: Post-DevelopmentOutfall Inflow=3.38 cfs 3.492 of
Primary=3.38 cfs 3.492 of
Pond 2P: BMP #1 Peak Elev=634.41' Storage=85.783 cf Inflow=70.99 cfs 3.305 of
Outflow=2.99 cfs 3.237 of
Subcatchment2S: Post -Development- Runoff Area=25.150 ac 68.79% Impervious Runoff Depth=1.58"
Tc=5.0 min CN=86 Runoff=70.99 cfs 3.305 of
Total Runoff Area = 74.150 ac Runoff Volume = 4.295 of Average Runoff Depth = 0.70"
76.67% Pervious = 56.850 ac 23.33% Impervious = 17.300 ac

4386 Basin #1 Type 1124 -hr 1-yr/24-hrRainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 7
Summary for Link 1L: Pre -Development Outfall
Inflow Area = 36.340 ac, 0.00% Impervious, Inflow Depth = 0.24" for 1-yr/24-hr event
Inflow = 3.82 cfs @ 12.24 hrs, Volume= 0 734 of
Primary = 3.82 cfs @ 12.24 hrs, Volume= 0.734 af, Atten= 0%, Lag= 0 0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 1 L: Pre -Development Outfall
Hydrograph
I I I I I I
I 1 I
LII I - L --� -- � I I- - - -
- ❑Inflow
1 10 Primary n1
4- 3:82 cfs hiflow Area=36.340'a6
_ 1 1
3
W I 1 1 1 --- ____ __1_____
3 I 1 I
� 2
I I I I 1 I I
�
' I
1 - ____L_____________I___'_______ ______
I I 1 I I
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386_Basin #1 Type 11 24 -hr 1-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10 00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 1S: Pre -Development - Basin #1
Runoff = 3.82 cfs @ 12.24 hrs, Volume= 0.734 af, Depth= 0.24"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1-yr/24-hr Rainfall=2.90"
Area (ac) CN Description
36.340 58 From Excel Spreadsheet
36.340 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.4 Direct Entry, SCS METHOD
Subcatchment 1S: Pre -Development - Basin #1
Hydrograph
- i _ - -' - ❑Runoff
4 3.82 cfs
1
Type 11:,24 -hr
1-yr/24=hr Rainfall=2.90"
3
Runoff Area -36.340 ac
ROn ' ff'Volum! -'0.734 of
Runoff Depth=0.24"
2 'Tc=21:4 min
CN -58
1
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 Basin #1 Type 11 24 -hr 1-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2aS: Post -Development - Basin #1 - Bypass A
Runoff = 1.22 cfs @ 12.02 hrs, Volume= 0.116 af, Depth= 0.24"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1-yr/24-hr Rainfall=2.90"
Area (ac) CN Description
5.760 58 Woods/grass comb., Good, HSG B
5.760 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.4 Direct Entry, SCS METHOD
Subcatchment 2aS: Post -Development - Basin #1 - Bypass A
Hydrograph
❑Runoff
1.22 cfs
Type 1(24 -hr
1-yr/24=hr-Rainfall=2.90"
' Runoff Area=5.760 ac
RuneffIV61um,e=0.116 of
Runoff ;Depth=0.24"
Tc=6.4 min
CN=58
.. 105 110 115 120

4386_Basin #1 Type 11 24 -hr 1-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD®10 00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Paae 10
Summary for Subcatchment 2bS: Post -Development - Basin #1 - Bypass B
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.50 cfs @ 12.01 hrs, Volume= 0.043 af, Depth= 0.24"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1-yr/24-hr Rainfall=2.90"
Area (ac) CN Description
2.140 58 Woods/grass comb., Good, HSG B
2.140 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, SCS METHOD
Subcatchment 2bS: Post -Development - Basin #1 - Bypass B
Hydrograph
055-
--1---I---1--r-----r--I--7--1---I------1---.---------1------1--T--------
' 1 I
❑Runoff
0.50GcfS
-
I I I
I I I 1 I I I I I I , , , ,
0.5
Type 11:24 -hr
1
--� -
I I I t
-----�-----i--
I I I
- ----------,- - - ---
1 -- --�-----f--
045
-,---
j
1-- j-- ,---�
j
1-yr/24=hr1 Rainfall=2.90"
•d_________,.___,___I__�__.1.__
�- --I-'--------'� --�--- --I- - -
04
RunoffArea=2.140 ac
I=
I
11111I I I i
035
_1_1_
Runoff,V61ume=,0.Q43 of
w
03
Runoff ,Depth=0.24"
---' --'---I
1 '------'--'-=-----'---I-----'--L--I---
Tc=5.0 thin
LL 0 25
I
I
-
I I
I I
I I I 1 1
1 I I I 1 1 I 1 I • .
I___t_0.2
T-1-
-58 -
0.2
1
I I I
I I 1 I I I CN
0 15
I
I
I I
I
I 1 I 1 I I 7
I I 1 I I 1 I
I I 1 I
1 1
01
_L
L
005
I
I I
1 I I I I I I I 1 I I f 1
---------------
0 5 10 15 20 25 30 35 40 45 50 '55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 Basin #1 Type 11 24 -hr 1-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10 00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 2cS: Post -Development - Basin #1 - Bypass C
[49] Hint: Tc<2dt may require smaller dt
Runoff = 1.12 cfs @ 12.01 hrs, Volume= 0.096 af, Depth= 024"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1-yr/24-hr Rainfall=2.90"
Area (ac) CN Description
4.760 58 Woods/grass comb, Good, HSG B
4.760 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, SCS METHOD
Subcatchment 2cS: Post -Development - Basin #1 - Bypass C
Hydrograph
I I 1 I I � I i t i I 1 I ❑Runoff
1:12' cfs'
;`Type 111!24 -fir
1-yr/24-hr Rainfall=2.90"
Runoff Area=4.760 ac
Run off,Volum,e=0.096 of
RI
ff
I
unoDepth=0.24"
3 I
Tc=5.0 min
CN=58
55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 Basin #1 Type 11 24 -hr 1-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 12
Summary for Link 2L: Post -Development Outfall
Inflow Area = 37.810 ac, 45.76% Impervious, Inflow Depth > 1.11" for 1-yr/24-hr event
Inflow = 3.38 cfs @ 13.29 hrs, Volume= 3.492 of
Primary = 3.38 cfs @ 13.29 hrs, Volume= 3.492 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 2L: Post -Development Outfall
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
❑ Inflow
❑ Primary

4386 Basin #1 Type 11 24-hr 1-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 13
Summary for Pond 2P: BMP #1
Inflow Area = 25.150 ac, 68.79% Impervious, Inflow Depth = 1.58" for 1-yr/24-hr event
Inflow = 70.99 cfs @ 11.96 hrs, Volume= 3.305 of
Outflow = 2.99 cfs @ 13.43 hrs, Volume= 3.237 af, Atten= 96%, Lag= 88.4 min
Primary = 2.99 cfs @ 13.43 hrs, Volume= 3.237 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 634.41' @ 13.43 hrs Surf.Area= 32,809 sf Storage= 85,783 cf
Plug-Flow detention time= 1,341.9 min calculated for 3.235 of (98% of inflow)
Center-of-Mass det. time= 1,331.3 min ( 2,154.2 - 822.8 )
Volume Invert Avail.Storage Storage Description
#1 631.50' 305,733 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
631.50 23,734 0 0
632.00 27,476 12,803 12,803
633.00 29,660 28,568 41,371
634.00 31,871 30,766 72,136
635.00 34,139 33,005 105,141
636.00 36,463 35,301 140,442
637.00 38,843 37,653 178,095
638.00 41,280 40,062 218,157
639.00 43,774 42,527 260,684
640.00 46,324 45,049 305,733
Device Routing Invert Outlet Devices
#1 Primary 626.00' 36.0" Round Culvert
L= 76.3' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 626.00'/625.24' S= 0.0100'/' Cc= 0.900
n=0.013, Flow Area= 7.07 sf
#2 Device 1 631.50' 3.0" Vert. Orifice C= 0.600
#3 Device 1 633.75' 1.6' long x 3.45' rise Sharp-Crested Rectangular Weir
2 End Contraction(s)
#4 Device 1 637.20' 5.0' long x 1.80' rise Sharp-Crested Rectangular Weir X 4.00
2 End Contraction(s)
Primary OutFlow Max=2.99 cfs @ 13.43 hrs HW=634.41' (Free Discharge)
-934=Sharp-Crested
ulvert (Passes 2.99 cfs of 89.49 cfs potential flow)
=Orifice (Orifice Controls 0.39 cfs @ 8.04 fps)
=Sharp-Crested Rectangular Weir(Weir Controls 2.59 cfs @ 2.66 fps)
Rectangular Weir( Controls 0.00 cfs)

4386_Basin #1 Type// 24 -hr 1-yr/24-hrRainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD®10 00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 14
Pond 2P: BMP #1
Hydrograph
'
cfs❑
- - - -
-----------------
❑ Inflow
Prima
70.99
75
-,- ,- ------ ------ --InfloW Area=25.1,50-ac -
--,--
70-
"
65.
Peak, Elev=634.41
60-
--i
,- - --; -; Stor6ge=65,783-cf
55-:
50-
w 45-
-
3 40
,
__I__
____L----- i___: --------------- 1---------
-___-_-30
30-
25
25:
--' -
-1--r --------i-------r----,-- ----- --i - -- ------
20_
15_
-
,
--------,- r r ------- -, - - r -
2.99 cfs
_
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 Basin #1 Type 11 24 -hr 1-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD0 10 00-14 s/n 08470 02015 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 2S: Post -Development - Basin #1 - BMP #1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 70.99 cfs @ 11.96 hrs, Volume= 3.305 af, Depth= 1 58"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1-yr/24-hr Rainfall=2 90"
Area (ac) CN Description
17.300 98 Paved roads w/curbs & sewers, HSG B
7.850 61 >75% Grass cover, Good, HSG B
25.150 86 Weighted Average
7.850 31.21 % Pervious Area
17.300 68 79% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, SCS METHOD
Subcatchment 2S: Post -Development - Basin #1 - BMP #1
Hydrograph
❑ Runoff
70.99 cfs'
70_
-
----
�y�p-e_1172.4-hr-_
---�---- T_ ---r--------- -r- -r--------r--'---r
65_
1-yr/24-,hr Rlainfa11=;2.9O`-,_
60_ /
I
-
-- -- - - ----------- -- -R_ ffArea=25.450 ac
55-
50=1__
- -I-- �- --- - (Runoff-V-olurtne='3y3O5-af _
I
w 45 =/
--I--.
_-
I
I I I � I I I � I I I
--�-- - -- ----I-----J--i-- I-----Ranoff-Depth 1-.5811-
I 1 I , I I
35-
Tc=5.�0 rn i n
30:
25
---r--
--I--,-- � -- r- �--r---I--r --------I-- i --r - r ---I --r- 7-----I- - r---�--'--
20
L _ _ I_ _ _1 _ I
15 -
-
I
I
� r I
10
5- '
I I I 1 I I I 1 I I
I I t I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386_Basin #1 Type 11 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 16
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1 L: Pre-DevelopmentOutfall Inflow=41.31 cfs 3.707 of
Primary=41.31 cfs 3.707 of
Subcatchment1S: Pre -Development- Runoff Area=36.340 ac 0.00% Impervious Runoff Depth=1.22"
Tc=21 4 min CN=58 Runoff=41.31 cfs 3.707 of
Subcatchment2aS: Post -Development- Runoff Area=5.760 ac 0.00% Impervious Runoff Depth=1.22"
Tc=6 4 min CN=58 Runoff=11.55 cfs 0.588 of
Subcatchment2bS: Post -Development- Runoff Area=2.140 ac 0.00% Impervious Runoff Depth=1.22"
Tc=5.0 min CN=58 Runoff=4.47 cfs 0.218 of
Subcatchment2cS: Post -Development- Runoff Area=4.760 ac 0.00% Impervious Runoff Depth=1 22"
Tc=5.0 min CN=58 Runoff=9.94 cfs 0.486 of
Link 2L: Post-DevelopmentOutfall Inflow=39.35 cfs 8.681 of
Primary=39.35 cfs 8.681 of
Pond 2P: BMP #1 Peak Elev=636 85' Storage=172.485 cf Inflow=154 86 cfs 7.462 of
Outflow=18.04 cfs 7.390 of
Subcatchment2S: Post -Development- Runoff Area=25 150 ac 68.79% Impervious Runoff Depth=3.56"
Tc=5.0 min CN=86 Runoff --1 54 86 cfs 7.462 of
Total Runoff Area = 74.150 ac Runoff Volume = 12.461 of Average Runoff Depth = 2.02"
76.67% Pervious = 56.850 ac 23.33% Impervious = 17.300 ac

4386 Basin #1 Type 11 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 17
Summary for Link 1L: Pre -Development Outfall
Inflow Area = 36.340 ac, 0 00% Impervious, Inflow Depth = 1.22" for 10-yr/24-hr event
Inflow = 41.31 cfs @ 12.17 hrs, Volume= 3.707 of
Primary = 41.31 cfs @ 12.17 hrs, Volume= 3.707 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 1L: Pre -Development Outfall
Hydrograph
46.
7- -
I I
-
- -' - -- -- ------------,-- -- -------- ---
I I I I �
i r I i
44_
42-
41.3r�fs
i I I
— 1nfl®wr=i4rea=36:340-ac-
38
I I ' ' 1
36
'
_ _
_ 1 _ _ L _ _ _ _ _I_ _ _ _ _ _ _i_ 1 _ _ _ _ _ _ _ _ _ — _1_ _ _ _ _ _ _ _ L _ _ _ — — — _
34`
r — -
32-
——_—_—,—--— -——, ——'-— ,—--- '
30`
- - -
-�.
28
--I
- --i --,-- -- -- - -I--- - --------------, --- -r -,-- --
w26=
�
- I"
--LI--'---- 1 -------'--=- ---- ` ---=----- - - - - -- - - ---
O c
�'
I-
I
--- - --
F, 20z
16`--'
I
'--'------'---'-----'---'-----L--------''---------------'--------
I I i i i i
14
12
--'
,
t
-----------------,- -----------------------------
, , ' , I � I
10.
.'.
-
—I. _ -' -' --L- -
/!!!�� �I/ �%//!l/l.//./IYI./1.I///.//✓!!fI/////////1//1.////////,//.//./S%/'.s'//fi/r1/Srff///1/!J/1�.
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
❑ Inflow
❑ Primary

4386_Basin #1 Type 11 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 1S: Pre -Development - Basin #1
Runoff = 41 31 cfs @ 12 17 hrs, Volume= 3.707 af, Depth= 1.22"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120 00 hrs, dt= 0.05 hrs
Type II 24 -hr 10-yr/24-hr Rainfall=5.10"
Area (ac) CN Description
36.340 58 From Excel Spreadsheet
36.340 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.4 Direct Entry, SCS METHOD
Subcatchment 1S: Pre -Development - Basin #1
Hydrograph
-- ---- -- ----- ------ --- -- ----------------------- --------
i
46:
I --- I-- I- I -- -- j - -
------------�-----t-
-'-- r --r - -" -�- I-----,- --I--
❑Runoff
as
-
,'
41.31 cfs I_____1___-__i___-_J11_____L__�_------ I________1__L__-_
r
40"
p61 24 -hr-
---- --- --- _
38-
---- - --- -------- - -----'--------J_ i
I
36
---- -I--i-----+----------------�__'LO-yr/24-hr_E2aimall+x:10"=-
34.
--1----'--------'------- _
?---Runoff area=36:340-ac_
32.
I - -
---I- - -------------
30.
:i-
-
i
------J-------------------------
1 Ruri-off-Volume=3-.70T 1f--
28=
�- - - r- I - - --r- I - --1--T--;
w 26
--I-- - -- ----- --------------------------
I I Runoff-Depth='F.-22"
O
_
0 22_
.
I 1 1
_____ ,__7_____i __r___ __,_ __ __ _y_ _ __; __. _____,_Tc -21;4 min -
20
I i _ _ _
18
I
__-_ ____ __ CN --58__
L -
-I
- 1 I i I I
-�_ i -I
14 :-
:
-J__1__
_ - - _ _ 1 _ _ -1_ _ _ _ _ _ _ J -------- L _ _ L - _ _ _ _I_ _ J --------
10
L
6_61
_ _ L _ _ _ _ _ _ _ _ _ _ _ _ _ J _ _ J _ L IJ 1 _ _ - _ _ - _ _
_
-1
�4- ------------------------+----------�--I---I--------t--------
1 I , � I I i i � i � I i •
10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 Basin #1 Type 1124 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 2aS: Post -Development - Basin #1 - Bypass A
Runoff = 11 55 cfs @ 11.99 hrs, Volume= 0 588 af, Depth= 1.22"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10-yr/24-hr Rainfall=5.10"
Area (ac) CN Descrir)tion
5.760 58 Woods/grass comb., Good, HSG B
5.760 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.4 Direct Entry, SCS METHOD
Subcatchment 2aS: Post -Development - Basin #1 - Bypass A
Hydrograph
I I I I I I � 1 1 __ __ __ ❑Runoff
12 1.1.55"cfs°
Tyy� p
11- I I I i � r I I � I � , ! p� 1� 24 hr
- -e= --------------- - 'I"0=yr/24=fir F ainfall
10 5e'C0.
I I I -- -I -- I ---�- - -- -I -I -- I ;I
ac
Run® krd& & -
� I I 1 I I I I _
8
-` - -- -- Runoff Volume=0.588 of
7. -- -- ----- Runoff Depth 1:22"
o 6 - - , ----, ,---Tc=6:4 min
LL -I- I t I ----- -- - -- - --
1 I I 1 I I
5 CN=58
4_ I I I
3-
2
I I I
10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386_Basin #1 Type 11 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 21bS: Post -Development - Basin #1 - Bypass B
[49] Hint: Tc<2dt may require smaller dt
Runoff = 4.47 cfs @ 11.97 hrs, Volume= 0.218 af, Depth= 1 22"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10-yr/24-hr Rainfall=5.10"
Area (ac) CN Description
2.140 58 Woods/grass comb., Good, HSG B
2.140 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, SCS METHOD
Subcatchment 2bS: Post -Development - Basin #1 - Bypass B
Hydrograph
.0 65 70 75 :0 00 105 110 115 120
Time (hours)
❑Runoff
4.47 cfs
Type-11,_24-hr-
ypeII214-hr10-yr/24-h;r
10-yr/24-6rRainfall' 5:10"
I
1 I I Runoff Area=2.140 ac
--'--
�
--- --------------I-- -- -- ----Runoff VolUme=0:21-8-af--
Runoff Depth:1:22"
I
Tc=5:0 min
I
I
I f I CN=58
I
� ,
I I I i I 1 I i
.0 65 70 75 :0 00 105 110 115 120
Time (hours)
❑Runoff

4386 Basin #1 Type // 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 2cS: Post -Development - Basin #1 - Bypass C
[49] Hint: Tc<2dt may require smaller dt
Runoff = 9.94 cfs @ 11.97 hrs, Volume= 0.486 af, Depth= 1.22"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10-yr/24-hr Rainfall=5.10"
Area (ac) CN Description
4.760 58 Woods/grass comb., Good, HSG B
4.760 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, SCS METHOD
Subcatchment 2cS: Post -Development - Basin #1 - Bypass C
Hydrograph
11
--
❑Runoff
-
; I I I I I I I I I , I I I I I I
9:94`CfS
------ -- --r -1 -- r----r--r--r-----r- --,-- ---- -
10-
TI- 24-----
y---
- -I-
-----`----------J---- - _p6
9-
9
y/24 h0 5.10"
,
$_
Runoff Area=4.760 ac
7- "
Runoff Volume=0.486 of
w
--:--
- ----------------- ;--,--T----- ---------
;- Runoff Depth=1.22"
.V.. 6-
05-'
11'B'l i n
&-,5'0
0
I I I I 1 1 1
I I �-- 1-- �-----r--,---I-----,--,--CN_58 _-
4-
1
I I I I I I 1 1 I
3
I
1 1 I I 1 1 1 f I
! I I I
--
I I 1 1
L
2-
1 1 1 1
I 1 1 I 1 1 1 I I
-----------
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115
Time (hours)

4386_Basin #1 Type 11 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 22
Summary for Link 2L: Post -Development Outfall
Inflow Area = 37.810 ac, 45.76% Impervious, Inflow Depth > 2.76" for 10-yr/24-hr event
Inflow = 39.35 cfs @ 12.00 hrs, Volume= 8.681 of
Primary = 39.35 cfs @ 12.00 hrs, Volume= 8 681 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 2L: Post -Development Outfall
Hydrograph
44-_
--,--
--.--, -----I-- ----
-L-----'-- -----
--,----- --, --t -----,--------,--------,--------
- - --'-- l--------' -------' --_- --
❑Inflow
❑ Primary
42-
39.35
cfs
_
ac=
40-
-,
-
-;__ ;__=____,____=;=inflow=i4rea=3718'14
38-
-
-'--IL-- --'- J-
- - --
-
36--'
ILI I
- -- -----1--1---
--- I-------- ----
-- - - - - - - -------'-- - - --
34 --
- I--I-----I-- I- - -
--1-------- - --F--- -r-- - --I--r----
32
--'
'
- '- --'- - --
-'- - - -' -=- - -'- = L--
30
--I
- -------'---- -
--'----- - - - + -- ---- -------------- - -- - - -'--
28
/
_ I I I
1 t
_--------
26-
--I---- --' -- - ---
0 24_
--'
-- -----'--J--
--=----=-- ----'-----------'---'-- --' --'-----
I 1 1
1 I
20
--'
-'-- -----1-- -------
----- -- '- - -- - - - -- --
LL O_
.
•/
I
1
I I
12-
-
'
- - � __I__J__-__I_____J__
I________J__1_____t_____-L_____-__
-
10-
---
'
I I i �
-- - - ----
- - - 1 -
1 I
- - --'---1----1--I---'--�'---1------•--1--------
I
'•
,
I I I I
6
_I- _ _ - _ J _ _ 1 _ _ _ _ _1_ _ J _ _ , _ _ - _ _ . _ - IL
4=
I
I I
2.
0"
0
5 10
15 20 25 30 35 40 45
50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 Basin #1 Type 11 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD010 00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 23
Summary for Pond 2P: BMP #1
Inflow Area = 25.150 ac, 68.79% Impervious, Inflow Depth= 3.56" for 10-yr/24-hr event
Inflow = 154.86 cfs @ 11 95 hrs, Volume= 7.462 of
Outflow = 18 04 cfs @ 12 27 hrs, Volume= 7.390 af, Atten= 88%, Lag= 19.1 min
Primary = 18.04 cfs @ 12.27 hrs, Volume= 7.390 of
Routing by Stor-Ind method, Time Span= 0 00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 636.85' @ 12.27 hrs Surf.Area= 38,488 sf Storage= 172,485 cf
Plug -Flow detention time= 668.1 min calculated for 7.390 of (99% of inflow)
Center -of -Mass det. time= 662.0 min ( 1,461.7 - 799.7 )
Volume
Invert Avail.Storage
Storage
Description
#1
631.50' 305,733 cf
Custom Stage Data (Prismatic)Listed below
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq -ft) (cubic -feet)
(cubic -feet)
631.50
23,734
0
0
632.00
27,476
12,803
12,803
633.00
29,660
28,568
41,371
634.00
31,871
30,766
72,136
635.00
34,139
33,005
105,141
636.00
36,463
35,301
140,442
637.00
38,843
37,653
178,095
638.00
41,280
40,062
218,157
639.00
43,774
42,527
260,684
640.00
46,324
45,049
305,733
Device Routing Invert Outlet Devices
#1
Primary
626.00'
36.0" Round Culvert
L= 76.3' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 626.00'/ 625.24' S=0.0100'/' Cc= 0.900
n= 0 013, Flow Area= 7 07 sf
#2
Device 1
631.50'
3.0" Vert. Orifice C= 0.600
#3
Device 1
633.75'
1.6' long x 3.45' rise Sharp -Crested Rectangular Weir
2 End Contraction(s)
#4
Device 1
637.20'
5.0' long x 1.80' rise Sharp -Crested Rectangular Weir X 4.00
2 End Contraction(s)
Primary OutFlow Max=18.03 cfs @ 12.27 hrs HW=636.85' (Free Discharge)
-924=S
ulvert (Passes 18.03 cfs of 104.07 cfs potential flow)
=Orifice (Orifice Controls 0.54 cfs @ 11.01 fps)
=Sharp -Crested Rectangular Weir(Weir Controls 17.49 cfs @ 5.76 fps)
harp -Crested Rectangular Weir( Controls 0.00 cfs)

4386 Basin #1 Type // 24 -hr 10-yr/24-hrRainfall=5.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 24
Pond 2P: BMP #1
Hydrograph
'
I I
I
--------=--
' inflow
170 _
154.86
cfs
❑ Primary
-
,60-
-r-------------.------------r-------------r--- - I-/- ------
I®!A/_e4re�=25.I'_5_(irac
--r-_
150
- -- -- ----, -_Nn
--
--------- ------------- - -- --Peak-Etev=636:85'-
140
-
I I I
130
Stora
120
�3
-- ;
110
100-
,
-
I i I 1
90
3
----'
-
F-- - - - - - - - - - - - - - - - - -I-- -- - - - - - - - - - - - -----I-- -- - - - - -
o 80-,i
1 i I
_'
--- -�--
' -- --I-" -�- -�- - I - --I -
70-:I
I • I
_
_ L __ __ _ _ _ _ -
60
50-
-.
------------------- -- - -=- - ---- --- - - - - -- -- --r-
40_
----
-�
_ ---__i_____-__1__T__----____.,.I_-.l_____-
cfs
30- 18.04
_
20
10-
-
55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 Basin #1 Type// 24 -hr 10-yr/24-hr Rainfall=5. 10 "
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10 00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 2S: Post -Development - Basin #1 - BMP #1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 154.86 cfs @ 11.95 hrs, Volume= 7.462 af, Depth= 3 56"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10-yr/24-hr Rainfall=5.10"
Area (ac) CN Description
17.300 98 Paved roads w/curbs & sewers, HSG B
7.850 61 >75% Grass cover, Good, HSG B
25.150 86 Weighted Average
7.850 31.21 % Pervious Area
17.300 68.79% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, SCS METHOD
Subcatchment 2S: Post -Development - Basin #1 - BMP #1
Hydrograph
170-1
-�--�-----,---,--------,---�----;----,--�---,-- 7--T--
❑Runoff
5 4:
5 86
`
I--,
cfs1 I I I I
160-
=
'
- -{-- -- -------{-- -- --I'-�--------------I- ---�-- �- --
4_-_ hr
pq
-
150':
---_____L ----- -- _2 _
140
-- -- 0-yr-124-hrRainfall; 5:10" -
130=
1 I I I I
'
—
- Runoff Area -2'5:150 -ac
120-
110
'
-- _
°
___ _I_
____ -_____________' __' __ _ 'Runoff Volume=7 462 af-
w 100-
�
----
,
-- ---------- ---'-- -----L-- --------Runoff-Depth_3:56"-
v go-:
I I
I I '
0 60-
.I_ .Tc=I._5 ®min--
70
----
-=-- --' -----;----I---------i--- ---�-- --; --; -----C-N=86 -
60-
-
a
- I I
50
� I I I I
I I I 1 ---- ---
40-
20
-
I
'
I I I 1
in-
/
I I 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386_Basin #1 Type 11 24 -hr 100 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 26
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1L: Pre-DevelopmentOutfall Inflow --1 06.00 cfs 8.557 of
Primary=106.00 cfs 8.557 of
Subcatchment1S: Pre -Development- RunoffArea=36.340 ac 0.00% Impervious Runoff Depth=2.83"
Tc=21.4 min CN=58 Runoff --1 06.00 cfs 8.557 of
Subcatchment2aS: Post -Development- RunoffArea=5.760 ac 0.00% Impervious Runoff Depth=2.83"
Tc=6.4 min CN=58 Runoff=27.98 cfs 1.356 of
Subcatchment2bS: Post -Development- Runoff Area=2.140 ac 0.00% Impervious Runoff Depth=2.83"
Tc=5.0 min CN=58 Runoff=10.86 cfs 0.504 of
Subcatchment2cS: Post -Development- RunoffArea=4.760 ac 0.00% Impervious Runoff Depth=2.83"
Tc=5.0 min CN=58 Runoff=24.15 cfs 1.121 of
Link 2L: Post-DevelopmentOutfall Inflow=173.42 cfs 15.365 of
Primary=173 42 cfs 15.365 of
Pond 2P: BMP #1 Peak Elev=638.69' Storage=247.391 cf Inflow=250.56 cfs 12.458 of
Outflow=113 84 cfs 12.384 of
Subcatchment2S: Post -Development- RunoffArea=25.150 ac 68.79% Impervious Runoff Depth=5.94"
Tc=5.0 min CN=86 Runoff=250.56 cfs 12.458 of
Total Runoff Area = 74.150 ac Runoff Volume = 23.996 of Average Runoff Depth = 3.88"
76.67% Pervious = 56.850 ac 23.33% Impervious = 17.300 ac

4386 Basin #1 Type// 24 -hr 900-yearRainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD010 00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 27
Summary for Link 1 L: Pre -Development Outfall
Inflow Area = 36.340 ac, 0.00% Impervious, Inflow Depth = 2.83" for 100 -year event
Inflow = 106.00 cfs @ 12.15 hrs, Volume= 8.557 of
Primary = 106.00 cfs @ 12.15 hrs, Volume= 8.557 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 1L: Pre -Development Outfall
Hydrograph
1_1 I 1 - - - -- - - - -
---.----,--,------I----,--,-,--------;---
❑ Inflow
, �
Primary
106:00
cfs
115
-i-----_--
----- -- - - --------I-- -- ----------1----------------
1
„0-
-;-- - - .-------= - ---nflow-�Area=36�.-340' ac--
��
-
105.
- - --- -' -- -'------'--�-- -- -- -- ---- ' ---
100_
--I
-r--�--'-- �--r----�--------r-�--r--�--i r -----I-- i--------
-
_J
-
_L _____'__1 __L_____t__1____ t
I 1 I I 1 I
gol
I 1 I I I 1 1
--------
I--
75Z.
----' -- --1-- _----
70
- _
-
;.
_ ----------- _ _ _ _------ _ _ _ _ _ _ _
fn
v 65
--
I 1 1 I 1 I I
-r---------r-----I--;--r------------------------------------r
60"
� �
y
�
0
55 "
-
- -
_
•
I 1 I I r _ ----- __
1
45_
V-
-�
40:
--
I
------ - ---- --- - ------.---- -, - -
, � r I I �
35=
•
' '-
--
`
-�----
_ _ _ J _ _ _ _ _ J _ _ _ _ _ _ _ _ I_ _ J _ - - _ _ - _ _ I _ _ _ _ _ 1 _ _ - _ -30
I I I I r I I I I I I ;
-I
1 1 I I I I 1
20
T
15:
--
- -- - - - - - - ---, --
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386_Basin #1 Type 1124 -hr 900 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 1S: Pre -Development - Basin #1
Runoff = 106.00 cfs @ 12.15 hrs, Volume= 8 557 af, Depth= 2.83"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall=7.60"
Area (ac) CN Descriotion
36.340 58 From Excel Spreadsheet
36.340 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.4 Direct Entry, SCS METHOD
Subcatchment 1S: Pre -Development - Basin #1
Hydrograph
115-
1
-- -------I-- - - - - -
❑Runoff
110_ /
,-_-
106.00 cfs,
! _ _-_ _.__ _L_ ___ �-_ 1-_ �_ _ L_ _I__ _ _--_- �--_-_ L ---__I_ __-_ __ _ __
105
-- - - ,-- - -,- - -= , - --• - T pIC246hr
��
100
- - - - -
-' - -- = -'- -- -'- - -- - '- - - - -e_ - -'- -
95 .
- - - - +
-- `--' - �--. -I --.100-year Rainfaill=7.60" -
=
90-
1 , I
-
--r- ----------r------------r--r---- ----r-----r--1-- -----
85.
---- --- --------1----- ---- - - ---L --'--Run-off Area=36340-ao -
80
_ _ _ _ _ 4 _ _ - _ _ - - _ I_ _ _ _ _ ; - - - _ _ - _ _ V_ _ _ I_ _ _ _ _ - _ - _I - _ -- _ _ I_ _ - -- - _
75
� I
rI -- --- - --II
57 of-unoffVolume I8.
��11
5I
-I i1
V
65`
�
------ ----------=--I-------- RunofDepth=2:83,_
60--
I
o55_
-
--'--- -- -- -- -- ---- ---- --I--' ------ ---- L
n- -
LL so_
ITc=21-4-mi
45z:----
-'---------------------------------------=--,-- CIY=58
40-
- - -- - ---- -' - -- -- - - - --- - - - - --
- •
35
I 1
-r --------r- r - -r- -
-
'
JJI
'---'------I---'--'---'--
20"
---- --7r---------------r-----,------i--.--r--------------r--
15-
-
---
-- ---' ------------ '- - - - - - - -L-------------- -------'--------
�- I
10
.--.
-'-- - - -- - - ---- - - '- - -'- - - 1- - - -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 Basin #1 Type 1124 -hr 100 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10 00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 2aS: Post -Development - Basin #1 - Bypass A
Runoff = 27.98 cfs @ 11.98 hrs, Volume= 1.356 af, Depth= 2.83"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall=7.60"
Area (ac) CN Description
5.760 58 Woods/grass comb, Good, HSG B
5.760 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.4 Direct Entry, SCS METHOD
Subcatchment 2aS: Post -Development - Basin #1 - Bypass A
Hydrograph
30.
--------'—
--------i'-- --1
'-- 1 --- =--i-- ----' - --'- -- ---= -- -
I
cfs-;-----;------------------------- - - - - -- -- -- -- - - -- ---
❑Runoff
27.98,
28"
-T
I
--I
-
26
--1--
�-
----,--,--, --, --;--------,---,-100_i- a>trRlainfaII=7-.60"--
24_
22
-
- - - ;- - - Rdn®ff Aeea=5.760 ac
�
20�
1
-
=
I I I � I I � I I I
-; --- ; ---- -; -, --- - ;RUnbff,Volum,e=1.356 of -
18
w
U i
-Runoff-Depth=2.83"-
16.
0,4=
LL
I
1 1 I �� I I 1 I ruin
Tc -- 6 4
12-
I
1
- --- -CN-58
1 I I I 1 1 I I I
I
8=
1
I- _
_ J _ _ J _ --- _ 1. _ _ - _ _ _ _ _._ - _ L _ _ _ _ _I _ _ _ - _ _ - _
6
I
I
I I I ' ' I I I I I
I I I I I
4-_,.___----
I I 1 I
2_
1
1 1 1 1 I 1 1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115
Time (hours)

4386_Basin #1 Type// 24 -hr 900-yearRainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 2bS: Post -Development - Basin #1 - Bypass B
[49] Hint: Tc<2dt may require smaller dt
Runoff = 10.86 cfs @ 11 96 hrs, Volume= 0.504 af, Depth= 2.83"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall=7.60°
Area (ac) CN Description
2.140 58 Woods/qrass comb, Good, HSG B
2.140 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, SCS METHOD
Subcatchment 2bS: Post -Development - Basin #1 - Bypass B
Hydrograph
—----------------- 1 _ _ 1 _ — _ _ _ _ _ _ — — .I— — _ — — _ - _
—
12
I � ❑Runoff
. 1
10.86 cfs - _ -
I I I � I
1 I I
--� -,--,-----r-------1--------------=-----�---- T�pe_11124-hr--
1 ' I I I
10-_ I I
140 -year -Rainfall -=7 60"--
9 � I e I I I I 1 � I I 1 � I '
. I � I I I i
_ - _ _ - - _ _ _ _ _ _ _ -- - _ _ _ :Runoff-Area=2.-140 ac- -
0/olume ;0:$04-af -
N 7.
I I
--; - ------=--; --------I--- - ----RunoffDepth 2.83"-
3
6-'
I t 1 1 7
1
- - - - - -Tc=5:10-min- -
5 1 I I I
- I-- --I-- 1- -- r--1 -- --r--- - - ------ --- ----------PI`' E"5VoQ
--
4
I 1 I 1 I I I I 1
3 1 1 I 1 I I I
I I I I I 1 I
2
I 1 _ 1
I
I I 1 I I I 1 I 1 I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 Basin #1 Type// 24 -hr 100 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment 2cS: Post -Development - Basin #1 - Bypass C
[49] Hint: Tc<2dt may require smaller dt
Runoff = 24.15 cfs @ 11.96 hrs, Volume= 1.121 af, Depth= 2.83"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall=7.60"
Area (ac) CN Description
4.760 58 Woods/grass comb., Good, HSG B
4.760 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, SCS METHOD
Subcatchment 2cS: Post -Development - Basin #1 - Bypass C
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)
_ _'__ -i - _ _- - _ _ _
-� _ _-
_ _� LII _-
26
I
�
II
241,5cfs aI--4-_ i -- - -4-----; -
❑Runoff
24
•
2_-
4 -hr _
--I--''--t---I--------`--'--I------------t-----}---•------I- --- 1 -
22
°`
--.-- '--�-- ---' -------;------------- 100,ar Rainfall=7 60"--
20
t W y I I I I I I 1 I
-' 'Runoff-Alyea=4.760 ac --
,6
;Runoff Volume=;1:21-af -
16
- ----- -- --
--'--._ --- ---------- — --
---unoff;Depth=.63'r-
14
12
I
Tic m i n
10
8-
41] 4- ,
I I I
I I I I f 1 I I
2
t I I I I I 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)

4386_Basin #1 Type 1124 -hr 100 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 32
Summary for Link 2L: Post -Development Outfall
Inflow Area = 37.810 ac, 45.76% Impervious, Inflow Depth > 4.88" for 100 -year event
Inflow = 173.42 cfs @ 12.01 hrs, Volume= 15 365 of
Primary = 173.42 cfs @ 12.01 hrs, Volume= 15.365 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 2L: Post -Development Outfall
Hydrograph
190:
1
'- --- -'-_ - - i -i- - i - - -,--- i-
❑ Inflow
❑ Primary
cfs
173.42
160=
-- _-- -;------;- -- __-;- -Inf ow ACea=37;.8-1-0-ac -
170-, `,
-'---- ---'--' --'---'-------------------J--' ----I- -'- - -
160-
150"
140.
- - -
- -f - - - - - - - -I - - - - - - -'- - - - - - - -1- - � - - - - - - - - - - - - - - - - - -I-----------
130=
I I I
__-__+__--_I__y________
i
120_
1 1 I 1 I 1 I 1 I
i
N 110-
' I 1 I 1 t
,
T.
" 100
1 1 I
0 90-
1 1 I 1 1 I
80 _
--
1 I 1 I I I _______
70=
60_
50.
- -- --'- --'-- - -- ------ ---' -- ' - -
40-
-
30 ,
20---
10-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 Basin #1 Type 11 24 -hr 900 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 33
Summary for Pond 2P: BMP #1
Inflow Area = 25.150 ac, 68.79% Impervious, Inflow Depth= 5.94" for 100 -year event
Inflow = 250.56 cfs @ 11.95 hrs, Volume= 12.458 of
Outflow = 113.84 cfs @ 12.06 hrs, Volume= 12.384 af, Atten= 55%, Lag= 6.3 min
Primary = 113.84 cfs @ 12.06 hrs, Volume= 12.384 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 638.69' @ 12.06 hrs Surf.Area= 42,994 sf Storage= 247,391 cf
Plug -Flow detention time= 435.2 min calculated for 12.384 of (99% of inflow)
Center -of -Mass det. time= 431.3 min ( 1,216.7 - 785.3 )
Volume Invert Avail.Storage Storage Description
#1 631.50' 305,733 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
631.50 23,734 0 0
632.00 27,476 12,803 12,803
633.00 29,660 28,568 41,371
634.00 31,871 30,766 72,136
635.00 34,139 33,005 105,141
636.00 36,463 35,301 140,442
637.00 38,843 37,653 178,095
638.00 41,280 40,062 218,157
639.00 43,774 42,527 260,684
640.00 46,324 45,049 305,733
Device Routing Invert Outlet Devices
#1 Primary 626.00' 36.0" Round Culvert
L= 76.3' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 626.00'/ 625.24' S= 0.0100 T Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 631.50' 3.0" Vert. Orifice C= 0.600
#3 Device 1 633.75' 1.6' long x 3.45' rise Sharp -Crested Rectangular Weir
2 End Contraction(s)
#4 Device 1 637.20' 5.0' long x 1.80' rise Sharp -Crested Rectangular Weir X 4.00
2 End Contraction(s)
Primary OutFlow, Max=113.75 cfs @ 12.06 hrs HW=638.67' (Free Discharge)
t =Culvert (Inlet Controls 113.75 cfs @ 16.09 fps)
2=Orifice (Passes < 0.63 cfs potential flow)
3=Sharp-Crested Rectangular Weir (Passes < 27.17 cfs potential flow)
=Sharp -Crested Rectangular Weir (Passes < 109.63 cfs potential flow)

4386_Basin #1 Type 1124 -hr 900-yearRainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 34
Pond 2P: BMP #1
Hydrograph
260
=
; ; ; - - - - - - - -
Inflow
❑ Primary
250:56 cfs
260f
260-
,
----
41 --
1
-- --r--- --:--=--- Infl®;w'Aerea=25;.-150 ac--
-
240-,,
--'-
r-------,--r--r-,--7-----I--,--*--'-----
Peak E�lev�638.69'
220_
------------ -- ---- -
200
- --
- -
�
- - -- - a-- ---- (Storage=24,-,3,91-cf--
-
I
I
i I , i I I
�
160
i
--t--
I
-r--------1--r-----;---;--r--I-
I
i
,--� -�- -�---- -,- -I- 1-----�---
N 160-
--,--
-
I
41
140-
i I I
113.84
cfs,
LL 120
i i t I I 1
100
I
I I 1 I I I I
60-
I
I
I i -
___T __--_-_--_-_I___�-_.___�_-_
i I i i i I I I I 1 I I
60--
I
�
I i i I I I I I
I i
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)

4386 Basin #1 Type 1124 -hr 100 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD®10 00-14 s/n 08470 02015 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment 2S: Post -Development - Basin #1 - BMP #1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 250.56 cfs @ 11.95 hrs, Volume= 12.458 af, Depth= 5.94"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall=7.60"
Area (ac) CN Description
17.300
98 Paved roads w/curbs & sewers, HSG B
7.850
61 >75% Grass cover, Good, HSG B
25.150
86 Weighted Average
7.850
31.21 % Pervious Area
17.300
68 79% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, SCS METHOD
Subcatchment 2S: Post -Development - Basin #1 - BMP #1
Hydrograph
I
II I --,---I----- ;------------- �-- ----- ❑Runoff
'250.56 cfs I I
-
-
.
----
---- �--�--�--I---I----- �--=--�--I-------- - i--1--�rYpe_II;-24=hr-
240
- - - - - _ _ - _ _ _ _ _ _
------------_ - J - - 1 _ L - �- _ -7-.-,,6-
220:
1 O0-46ar Raiff Il , 7:6
0-46
200
200-
-
--:-
Runoff Area=25.150 ac
----1--�- -- -----.---•---�--I----,---- -- ---
180_
I----I---I
Ru'n_off Volume=1.2.458 _af_
F 160:
-_.-
'
- - - - - - - - - - - - - L _ _I_ _ _ _ _ J L
'Runoff Depth -5.94"-
3 140-
'
---------- I--r----Tc=5 0
o
----'
----y-------I --I- --------- min
u- 120
I
'
--r-
- - _ _ -
---7-------- --I------ r -----r---- --r--r-----j-tN�8�
100_
I � I � I I ,
80
60-
'
40-
t '
I � '
20-:1
1 I I I I 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-DeVE lopment - Post-DevEllopment
Bas n#2 Bas n#2
47
Pre -Development Outfall Post -Development
Outfall
'Subcai R'eacfi on Link

4386 Basin #2
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
9.050 57 From Excel Spreadsheet (1 S, 2S)
9.050 57 TOTAL AREA

4386 Basin #2
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10 00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area
Soil
Subcatchment
(acres)
Group
Numbers
0.000
HSG A
0.000
HSG B
0.000
HSG C
0.000
HSG D
9 050
Other
1 S, 2S
9.050
TOTAL AREA

4386 Basin #2
Prepared by Microsoft Printed 4/20/2017
HydroCAD®10 00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG -A
HSG -13
HSG -C
HSG -D
Other
Total
Ground Subcatchment
(acres)
(acres)
(acres)
(acres)
(acres)
(acres)
Cover Numbers
0.000
0 000
0 000
0.000
9.050
9.050
From Excel Spreadsheet 1 S, 2S
0.000
0.000
0.000
0.000
9.050
9.050
TOTAL AREA

4386 Basin #2 Type // 24 -hr 1-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD®10 00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 5
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1L: Pre-DevelopmentOutfall
Inflow=0.61 cfs 0.091 of
Primary=0.61 cfs 0.091 of
SubcatchmentlS: Pre -Development- Basin Runoff Area=5.050 ac 0 00% Impervious Runoff Depth=0.22"
Tc=11.3 min CN=57 Runoff=0.61 cfs 0.091 of
Link 2L: Post-DevelopmentOutfall Inflow=0.53 cfs 0.072 of
Primary=0.53 cfs 0.072 of
Subcatchment2S: Post -Development- Runoff Area=4.000 ac 0.00% Impervious Runoff Depth=0.22"
Tc=9.8 min CN=57 Runoff=0.53 cfs 0.072 of
Total Runoff Area = 9.050 ac Runoff Volume = 0.163 of Average Runoff Depth = 0.22"
100.00% Pervious= 9.050 ac 0.00% Impervious = 0.000 ac

4386_Basin #2 Type 1124 -hr 9-yr/24-hrRainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 6
Summary for Link 1L: Pre -Development Outfall
Inflow Area = 5.050 ac, 0.00% Impervious, Inflow Depth = 0.22" for 1-yr/24-hr event
Inflow = 0.61 cfs @ 12.10 hrs, Volume= 0.091 of
Primary = 0.61 cfs @ 12.10 hrs, Volume= 0.091 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120 00 hrs, dt= 0.05 hrs
Link 1L: Pre -Development Outfall
Hydrograph
I
_ - _ - _'_ _ J _ _ _ _ _ _ _ - _
�
I I I i
_ _ _ _ _ _ _ _ _ _ _ _ _ -
now
�
'
❑ Primary065-
'0 61'cfs 1 ------ -------------
-----=-- L- -------
-
__-_-_-.----___y_______y_I
_
hHo- _e&=5_050_,ac
06-
6-055-
055-
-- -r-----,--;-----1-
�
I 1 I
I I
-,'
045-----�--
-----i--i--- ----
1
----'--------''----�--'-
04-
-- -r---- ,-----,--:------- --------------
--r------r---- --
y
.... 035
- -- -r-------.i
I
°03-'---
- -'
--=--'-----'--'— ---'--L- -
1
025-
--'-------'- --' -
1
- -- ' -- + -' --- --' - -
02-'
- - - -
I
1 I I
- - r -r---- -
_
015
1 1I
--_ -------;--;---,-------------------,--=------
i I
---------------
1 I �
01-
I i I
i I
005-1
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 Basin #2 Type 1124 -hr 1-yr/24-hrRainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: Pre -Development - Basin #2
Runoff = 0.61 cfs @ 12.10 hrs, Volume= 0.091 af, Depth= 0.22"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1-yr/24-hr Rainfall=2.90"
Area (ac) CN Description
5.050 57 From Excel Spreadsheet
5.050 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.3 Direct Entry, SCS METHOD
065-
06-
055-
05-
045-
65-
06-055-05-045-
04-
035-
03-
04-035-
03-
025-
02-
015-
01 -
0
025-
02-
015-
01-
0 05-
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Subcatchment 1S: Pre -Development - Basin #2
Hydrograph
❑ Runoff
---------- - - - --
I ----------' -- - - -'- --'--� - -- - -- '- -' - -----
`0.61
cfs„
-'-=--'----- - -- - ------ - i--------Ty_pe_I1i24-hr--
- -
_-;--
- - --,__- ----1-y. r/24.-'hr_Rainfalll-=2.9-0"--
--,--
=•-,----
---------------------- -Runoff Area=5:050--ac--
- --
; --- - - - ;--= - -runoff 0iolume=;0-091-af--
-
,-- ---- --,--- ---- ----- - Run®ff-®epth=0x22"
-, ,- ,-- ,-- ITc=11.3 min
---
I CN=5Y
-
------- --'-- - - '-- '- ---'- -'- -------'--
I
I , I
I I I I 1 I I
❑ Runoff

4386_Basin #2 Type 11 24 -hr 1-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10 00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 8
Summary for Link 2L: Post -Development Outfall
Inflow Area = 4.000 ac, 0.00% Impervious, Inflow Depth = 0.22" for 1-yr/24-hr event
Inflow = 0 53 cfs @ 12 07 hrs, Volume= 0.072 of
Primary = 0.53 cfs @ 12.07 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120 00 hrs, dt= 0.05 hrs
055
05
045
04
035
03
0
LL
025
02
011,
01
0 05
Link 2L: Post -Development Outfall
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
I ,
__L -------
Inflow
I
_____�_______________.,__1
' I
L---- - --- ---; - Inflow Ata6=4:000-'ac -
❑ Primary'
0.53
'
cfs
K I
----- --- ----
I
_ _ - _ _ _ _ -i_ _ _ _ _ I_ _ _I_ _ _ _ _ _ - _ _ _ - _
1 i I i 1 _ - F � - 7 I I I '
'
I 1 I ; i � � I � • i I I i
i
I
I � ' I I I 1 � I I I •
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 Basin #2 Type // 24 -hr 9-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD010 00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2S: Post -Development - Basin #2
Runoff = 0.53 cfs @ 12.07 hrs, Volume= 0.072 af, Depth= 0.22"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1-yr/24-hr Rainfall=2.90"
Area (ac) CN Description
4.000 57 From Excel Spreadsheet
4.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.8 Direct Entry, SCS METHOD
Subcatchment 2S: Post -Development - Basin #2
Hydrograph
---'---'---'
_ --1-----' --'---'--=--'--' --=--'-----1 ❑Runoff
055 " ;0.53 cfs
•
--��-
�--,---,--;----_----- ;--;--;-----,---TYp� 11;24 -hr -
05
i i ; ;
--r-
---,------•---r--r-,-----
--•---r l
1 syr/24 ,hr Rainfall -2.90"
045-
- -
-; --Runoff-Area=4:000 ac-
0 4-
--; -
-'---' - --'---
-,------- ; ----- ---- - I unoff,�/ Igme-0.072-af-
0 35
w
-, -
- - , - - ---r ----,-- ,--Runoff-(Depth 0.22"-
a________ _---__1;;__
Tc- -M rn-
LL 025-
C N=57-
02
015
01-
11--`0050
I L
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386_Basin #2 Type 11 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 10
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1 L: Pre-DevelopmentOutfall
Inflow=7 69 cfs 0.487 of
Primary=7 69 cfs 0.487 of
Subcatchment1S: Pre -Development- Basin Runoff Area=5.050 ac 0.00% Impervious Runoff Depth=1.16"
Tc=11.3 min CN=57 Runoff=7.69 cfs 0.487 of
Link 2L: Post-DevelopmentOutfall Inflow=6.44 cfs 0.386 of
Primary=6.44 cfs 0.386 of
Subcatchment2S: Post -Development- Runoff Area=4.000 ac 0.00% Impervious Runoff Depth=1.16"
Tc=9.8 min CN=57 Runoff=6.44 cfs 0.386 of
Total Runoff Area = 9.050 ac Runoff Volume = 0.873 of Average Runoff Depth = 1.16"
100.00% Pervious = 9.050 ac 0.00% Impervious = 0.000 ac

4386 Basin #2 Type// 24 -hr 10-yr/24-hr Rainfall=5. 10 "
Prepared by Microsoft Printed 4/20/2017
HydroCAD®10 00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 11
Summary for Link 1 L: Pre -Development Outfall
Inflow Area = 5.050 ac, 0.00% Impervious, Inflow Depth = 1.16" for 10-yr/24-hr event
Inflow = 7.69 cfs @ 12.05 hrs, Volume= 0.487 of
Primary = 7.69 cfs @ 12.05 hrs, Volume= 0.487 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 1 L: Pre -Development Outfall
Hydrograph
' -'
-' --'--' - ''-- - '--�--'--------'
--'- - '--'--------- - - -
❑Inflow
maty
_ -�--,-
----,-- -,--;- - - ;--InfloW'
Ar&i 5.050 ;ac -
i i
i i
i i t
i
----------------
----------------
i i
t
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386_Basin #2 Type 1124 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 1S: Pre -Development - Basin #2
Runoff = 7.69 cfs @ 12.05 hrs, Volume= 0.487 af, Depth= 1.16"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10-yr/24-hr Rainfall=5.10"
Area (ac) CN Description
" 5.050 57 From Excel Spreadsheet
5.050 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.3 Direct Entry, SCS METHOD
Subcatchment IS: Pre -Development - Basin #2
Hydrograph
---_ ; I
------------------------ -- --------------
- -; - - 1
❑Runoff
-
7.69,.cfs
8
; ; ; ; I
1 Type_I�_24-hr
------------ I---I--------}--`-----I---�--'i--'�- -I- ----
'-I--
',----
7
10' i/24 -6r Rainfall 5.10"
I
1 1 I 1 I I 1 I I I I I I
-.- - - - -- - Runoff Area=,5.05U -a-c-
c------
6
--------------------------------- Runoff
-----------;----Runoff Volume=0,+487-0---
5
I
I 1 I I
Aunoff Dept&1.16"
I I I I I 1 I I I I I I I 1 I
4
11 1
C= 3 min
--1--
i I
--- ---------------I--------}-----------.----+-------N=5-
I t t I
3
'Z
1
1 1 1 I I 1 1 1 1
1 1 I I
-----------
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115
Time (hours)

4386 Basin #2 Type 11 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD010 00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 13
Summary for Link 2L: Post -Development Outfall
Inflow Area = 4.000 ac, 0.00% Impervious, Inflow Depth = 1.16" for 10-yr/24-hr event
Inflow = 6.44 cfs @ 12.03 hrs, Volume= 0.386 of
Primary = 6.44 cfs @ 12.03 hrs, Volume= 0 386 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 2L: Post -Development Outfall
Hydrograph
❑Inflow
I ; I ' ; I ; ; I ❑ Pnma/��
7 I ; ; 1 ; ; 1 • ; 'J
6.44 cfs
2-
I
1 I I 1 I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)
-- --'-- ----- ---------- Inflow Area-�w.uVU-au--
I
6
I I I 1 1 1
I I I I ' • I I I I I I 1
_ _ _ _ _ _ _ _ _ _ _ - - _ -~- _I.
I � --
5
I
I 1 1 t
I
- -
- - - -- - - - - - - -- - -- - -I- -- - ' -
- - �- -- - ,- -I - -- -,- I- -- , -
-I
I I I I I I I
v
i
I I I I I I I I I I I I
I I I I f 1 I I I
2-
I
1 I I 1 I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)

4386_Basin #2 Type 11 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 2S: Post -Development - Basin #2
Runoff = 6.44 cfs @ 12.03 hrs, Volume= 0.386 af, Depth= 1.16"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10-yr/24-hr Rainfall=5.10"
Area (ac) CN Descri
" 4.000 57 From Excel Spreadsheet
4.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.8 Direct Entry, SCS METHOD
Subcatchment 2S: Post -Development - Basin #2
Hydrograph
� , I I I I I � ❑Runoff
6.44 cfs ;
I I 1 1 I
6-
5-
4
-
5-4
U - �
3 '
LL 3
;
2
I
I
1- I
I
_ I
-- --_- ---;-- -- -;- --- Type-11-24-hr-
10-,yrf24-h'r Rainfal1-5.110"'
--- -,---------- --_ -,-------- T - - - - -- -Runoff Area=4.00-ac-
Runoff Volume=0.386 of
--- ---------------I-------------------------1-------- -------
Runoff Depth 1.16"
_-- Tc=9 8 -min-
CN=57
I � I I I I I I I •
t 1 I I I 1
10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 Basin #2 Type 11 24 -hr 100 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD®10 00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 15
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1L: Pre-DevelopmentOutfall
Inflow=19.64 cfs 1.145 of
Primary=19.64 cfs 1.145 of
Subcatchment1S: Pre -Development- Basin Runoff Area=5.050 ac 0.00% Impervious Runoff Depth=2.72"
Tc=11.3 min CN=57 Runoff=19.64 cfs 1.145 of
Link 2L: Post-DevelopmentOutfall Inflow=16.38 cfs 0.907 of
Primary=16.38 cfs 0.907 of
Subcatchment2S: Post -Development- Runoff Area=4 000 ac 0.00% Impervious Runoff Depth=2.72"
Tc=9.8 min CN=57 Runoff=16.38 cfs 0.907 of
Total Runoff Area = 9.050 ac Runoff Volume = 2.052 of Average Runoff Depth = 2.72"
100.00% Pervious = 9.050 ac 0.00% Impervious = 0.000 ac

4386_Basin #2 Type// 24 -hr 100 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD®10 00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 16
Summary for Link 1L: Pre -Development Outfall
Inflow Area = 5.050 ac, 0.00% Impervious, Inflow Depth = 2.72" for 100 -year event
Inflow = 19.64 cfs @ 12.04 hrs, Volume= 1.145 of
Primary = 19.64 cfs @ 12 04 hrs, Volume= 1.145 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 1L: Pre -Development Outfall
Hydrograph
I
-------
'
•
I - - - - - -' ; I
---------------------------------------
_-__ L _ _ - _ _ - _
- _ _ - - -I- - _ -----
❑ Inflow
❑ Primary
21-:19.64 cfs
I 1 1 I 1 1 I 1
t" --f -;-- - ---------,-----I,n
20
_ � _ I ; lowAre6=15:;050 ac==
19 --
- --' ---- -------------------- ---------'---'- -' --------
18_ --
'
-7--r-----:--'-------------r----------------r-------r-------
.•
I I 1 I
15 --
I '
- ----'---'-- ------ - - - - -- -- ---------------------"--------
14-:-
r
-r--r - --i- - r- -- ---- - - -- -- - - -r -r r -I--
13_ -
--' ------ ' ------ - -i-- ------ ----I-- --- L- - - -- --
0 12- --
- --' --- -------------+ --- -- --------- -' - --•--
11
I
0 10-
_ 1 - - - -'-- --- --- - -- -- --'-- - - - - - -
9
__ -- - _�
' -' - - ' -' - - - -' - -
8
7
1 1 I 1 ________________I________I _________
6 _
i
_1 __L ____J__ __1 ___---I________I____
i
5 , --
'
I I � i ti
-- ------- --r---- - --- -- ------ -- - -
I I 1
3 __
1__L____J___L_____'_____1__'_____�________________L________
2
I
1_
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 Basin #2 Type 1124 -hr 100 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 1S: Pre -Development - Basin #2
Runoff = 19.64 cfs @ 12.04 hrs, Volume= 1.145 af, Depth= 2.72"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall=7.60"
Area (ac) CN Description
5.050 57 From Excel Spreadsheet
5.050 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.3 Direct Entry, SCS METHOD
Subcatchment 1S: Pre -Development - Basin #2
Hydrograph
---'---;---;---',-----�--'---;--;-----=,--;--;--=--;--;---�--;----, ------;--;------ ❑Runoff
-19.64 cfs - - - 1
20
-- -
-- -----------r--'--­T----- +
--i----- -------------- --
; 24 -hr
19-
-1- - - - - 1- Ype _w -
18_
--
1 i 1_ 1
---�--'-----:------'-- --=1D0`year R'aihfall-T-.GO'r=
:
16
----
- -Area=5.050 ac
-1 - I- - - - ---1- -- --- --+---Runoff
I
14=
----
-1-- I----- --, -----1------,-- 1--
- Runoff-0/olume=,1 e145-af =
13 -
----
-- --- - - --'-- ---'----------
-------- - ------- -------------
'
12_ .
i
----
, � -
-; - -----; --,------- -- - -- --Runoff Depth=2-.72"-
3
-I--�-----r--`------------- ---+-------- --,------------
O 10-
-1
Ic3 -min--
.
9-
f
_1 -I -------------1----- -
-,
8_
I I 1 I
- 1- = - --- -j --I -' CN=5T-
7-
- -
-1 - I - - ' - - - -- I- - - -------- - - - -
-,--1
1 i
5--
I
4_
J___J_
3-
1 I
0 5 10 15 M 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386_Basin #2 Type 1124 -hr 900 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 18
Summary for Link 2L: Post -Development Outfall
Inflow Area = 4.000 ac, 0.00% Impervious, Inflow Depth= 2.72" for 100 -year event
Inflow = 16 38 cfs @ 12.02 hrs, Volume= 0.907 of
Primary = 16 38 cfs @ 12.02 hrs, Volume= 0.907 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0 00-120.00 hrs, dt= 0.05 hrs
Link 2L: Post -Development Outfall
Hydrograph
I
I i i i I I I
0 Inflow
18-
Primary
cfs
16.38
------------------------------,
- ------------- ------ ---- --'
'Ate'
17-
Inlw4rea�.00o-
--
-
15-
'
1 1 1 I I I
14-
13
- I
12-1
I I 1 I 1
w
p 10
I I 1 I I I I I
3 9
p-
--�
..
--r --r -- -----�'-' --r - - -. ., - -' - -r - -1 - r --- ---- -r'- -
LL
]-
I
1 1 I 1 1
6-
4.
I 1 I I I I 1 I i
1
_______3
_ _ - _ _, _ _ - - - - - _ - _ _ I ---------
3
--
--I--------'-----'---'-----+-----�-- -- -----I--------{---------
'z
I 1 1 I I
1-
10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 Basin #2 Type 1124 -hr 900 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 02015 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 2S: Post -Development - Basin #2
Runoff = 16.38 cfs @ 12 02 hrs, Volume= 0.907 af, Depth= 2.72"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall=7.60"
Area (ac) CN Description
4.000 57 From Excel Spreadsheet
4.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.8 Direct Entry, SCS METHOD
18-
17-
16
15.
14:
13
12-
11-
10-
3 9
0
ti 8 -
7
6
5=
4
3:
2-
1-
Subcatchment 2S: Post -Development - Basin #2
Hydrograph
0
•
L , - ,
, I I 1 I I I � ,
I ,
cfs
.16.38
;-- - - jy,pe_11;24-hr
-
_ - _ _,_ _ _ _ - _ _ _ 4L _
-----------------
I I I I 100=year Rain a-,
'
-l_- _
'Runoff-A'r-ea=4,000 ac--
- -
'
- -- -' ;- - ;RunofftV®Iume=0:907 of -
--------'---------'---'---------I----------------------=--------
1 , ,
1
--,-----�----------------7--,--------� --� --:- Trc=g.'� min
----
- - -- -, - - -,- -- , -: --,------,-CN=57
------------ --___-__ ----------- --------------- 1 -----
i
- -
--
--- ----- ----
- - - - - - - - - - - --------
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

A.
' �� `r:� u� (� � y ` - j � . 1 '"', 4 4 "�{� � � � L� � 1 1.. t �T, i• hr x
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. r

Hydrologic Sod Group—Cabarrus County, North Carolina
MAP LEGEND
Area of Interest (AOI)
El
Area of Interest (AOI)
Soils
C/D
Soil Rating Polygons
0
A
0
A/D
0
B
0
B/D
0
C
Q
C/D
Q
D
0
Not rated or not available
Soil Rating Lines
Transportation
A
,+
A/D
distance and area. A projection that preserves area, such as the
B
B/D
0"'o
C
,.tee
C/D
^yr
D
♦ a
Not rated or not available
Soil Rating Points
El
A
0
A/D
0
B
O
B/D
MAP INFORMATION
®
C
The soil surveys that comprise your AOI were mapped at 1:24,000.
13
C/D
Please rely on the bar scale on each map sheet for map
measurements.
®
D
Source of Map: Natural Resources Conservation Service
®
Not rated or not available
Web Soil Survey URL- http://websoilsurvey.nres.usda.gov
Water Features
Coordinate System- Web Mercator (EPSG•3857)
Streams and Canals
Maps from the Web Soil Survey are based on the Web Mercator
Transportation
projection, which preserves direction and shape but distorts
Rads
distance and area. A projection that preserves area, such as the
F -N+
Albers equal-area conic projection, should be used if more accurate
Interstate Highways
calculations of distance or area are required.
a
US Routes
This product is generated from the USDA-NRCS certified data as of
Major Roads
the version date(s) listed below
13
Local Roads
Sod Survey Area: Cabarrus County, North Carolina
Survey Area Data: Version 14, Sep 9, 2014
Background
Aerial Photography
Sod map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed. Feb 11, 2011—Feb
13, 2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident
UcSDA Natural Resources Web Sod Survey 8/18/2016
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group--Cabarrus County, North Carolina
Hydrologic Soil Group
Hydrologic Soil Group—Summary by Map Unit — Cabarrus,County,,North Carolina,(NCO25)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI-
AaB
Altavista sandy loam, 2
C
36
0.1%
to 6 percent slopes,
rarely flooded
CcB2
Cecil sandy clay loam, 2
B
6308
240%
to 8 percent slopes,
moderately eroded
CcD2
Cecil sandy clay loam, 8
B
2504
9.5%
to 15 percent slopes,
moderately eroded
ChA
Chewacla sandy loam, 0
B/D
165.4
6.3%
to 2 percent slopes,
frequently flooded
CoB
Coronaca clay loam, 2 to
B
94.8
3.6%
8 percent slopes
CoD
Coronaca clay loam, 8 to
B
18.2
0.7%
15 percent slopes
CuB2
Cullen clay loam, 2 to 8
B
4354
16.6%
percent slopes,
moderately eroded
CuD2
Cullen clay loam, 8 to 15
B
243.2
9.3%
percent slopes,
moderately eroded
EnB
Enon sandy loam, 2 to 8
C
16.0
06%
percent slopes
EnD
Enon sandy loam, 8 to 15
C
730
2.8%
percent slopes
IdB
Iredell loam, 2 to 6
C/D
27.5
1.0%
percent slopes
MeB
Mecklenburg loam, 2 to 8
C
20.7
0.8%
percent slopes
MeD
Mecklenburg loam, 8 to
C
16.1
0.6%
15 percent slopes
PaF
Pacolet sandy loam, 15
B
25.3
1.0%
to 35 percent slopes
POB
Poindexter loam, 2 to 8
C
73.7
2.8%
percent slopes
PoD
Poindexter loam, 8 to 15
C
127.2
48%
percent slopes
PoF
Poindexter loam, 15 to
C
69.1
26%
45 percent slopes
Ud
Udorthents, loamy
C
321.6
12.2%
W
Water
13.5
0.5%
Totals for Area of Interest
2,625.4
100.0%
us, Natural Resources Web Soil Survey 8/18/2016
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Cabarrus County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method. Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
JSD Natural Resources Web Soil Survey 8/18/2016
rrr Conservation Service National Cooperative Soil Survey Page 4 of 4

STORM DRAINAGE ANALYSIS

STORM SCHEDULE
STORM NETWORK'EC' - FOR EROSION CONTROL PHASE ONLY
UPSTREAM
STRUCTURE
DOWNSTREAM
STRUCTURE
SIZE (IN.) MATERIAL
LENGTH (FT.)
SLOPE (FT/FT)
UPSTREAM INVERT DOWNSTREAM INVERT
ELEVATION (FT) ELEVATION (FT)
UPSTREAM RIM
ELEVATION (FT)
13A _
CI -EC -13"
15
RCP`
36
0.0061
639120
638.98
642 65
-13
CI -EC -12
24
RCP
184
00097
638.28
63650
64265
12D _
_ CI -EC -12C
15
d ,RCP-- _
_ _ 36_
-'; 0.0100 _
639.00 �'
- 638.64 �r
- �_ 6 4.60,
12C
YI-EC-12B
30
RCP
32
00108
63724
63690
64460
126`-
CI -EC -12A ''
36_
RCP'-' '
`'32
0.0100`
63640_ "° -
636.09 �•, 642.50 -
-12A
CI -EC -12
36
RCP
36
0 0108
635.89
63550
64531
-12
FYlf-E&7B�
CI -EC -11- ,-
�a 42 a RCP'
142 .._
0.0127 w
635 50 r�
F633.70, _> , `
645.3T„
-11
MH -EC -10
48
RCP
35
00058
633.20
63300
64816
C-10
MH -EC` -9'
48
_' RCP
�` 51
0.0078
'632.80
'632.40
648 01
C-9
HW -EC -8
48
RCP
22
0.0090
63220
63200
64112
-7B; a."CI-EC-7
15
`� ,'-,RCP,-
P,�27
0.0075
641.00 _
`640.80 `'
;- 644.50.
-7A
CI -EC -7
15
RCP
36
0.0100
640.96
64060
645 91
Cl -EC -7
_ CI -EC -6
36
= _ RCP '
66 '
0.0100 '
638 85 0
_ 638.19 ,
;- '645.91,
CI -EC -6
MH -EC -S
36
RCP
37
00103
638.00
63762
64690
tMH-EG5� ,,HW -EC -4
36—v
__� RCP_
5=+35
r 0:0101
632:35, m
632.00 �
� 64.4.23
OCS-EC-3
MH -EC -2
36
RCP
46
00100
62600
62554
63933
MH -EC -2 a m ;`.HW -EC 1
°� 36
RCP ,
- 30
0.0132 - ,
61940
619.00, '
639.50

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SLAB TYPE CATCH BASINS AND DROP INLETS
AFTON RIDGE INDUSTRIAL
CJS PROJECT NO: 4386.04
DATE 412112017 BY- NV
REVISED. RVW- JCC
25 Year Intensity (i) = 8.00 in/hr
Runoff Coefficient= 0.6
Time of Concentration= 5 min
SLAB TYPE CATCH BASIN
O Charlotte
Raleigh
ColeJenest Wilmington
& Stone
Land Planning + Landscape Architecture + Civil Engineering + Urban Design
Weir
Drainage Flow to Inlet Pipe Outlet Pipe Weir Capacity Number of Number of
Yard Inlet Area (acres) Inlet (cfs) Size (in) Size (in) Length (ft) (cfs) Open Sides (width) Open Sides (spar
YI-EC-12B 1 1.57 1 6.16 1 30.00 1 36.00 1 0.42 1 0122 1 0.42 4.00
YI-EC-7B 1 1.36 1 5.34 1 N/A 1 15.00 1 0.38 1 0 092 1 0.38 4.00

STAGE I EROSION CONTROL

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SEDIMENT BASIN CALCULATIONS
CARRINGDON P:ka i
lydniiyEu•
CJS PROJECT NO 4386 ColeJenest
DATE 0622.161 BY FDD & Stone
REVISED 01.03.171 RVW DSM Lvd Pla'm g * Lx d -pd Aichnecvm. Cpm E,9,—.; . urom D-9•
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITHOUT RISER #
DRAINAGE AREAS/REQ'D STORAGE
Total drainage area (FDA) 16 ac
Disturbed area(DA) 1.6 ac
R d sediment storage 1800xDA 2826 cf
BASIN CONFIGURATION
(REFER TO EROSION CONTROL PLAN)
Proposed sediment depth
3 It
Depth of flow over spillway
1 It
Bottom elevation of basin
618 msl
Skimmer Invert elevation
619 msl
Sediment Storage elevation
621 msl
Spillway crest
621 msl
Top of Berm
623 msl
SPILLWAY DESIGN
(REFER TO EROSION CONTROL PLAN)
DESIGN FLOW Q=CIA
Cumulative Volume C
Composite soil coefficient 'C'=
06
rea i9'=
16 ac
10 yr. storm rainfall intensity, T=
7.54 in/hr
Computed flow from site, 'Q'=
7.0 cls
SPILLWAY SIZE L --Q/ C -h"1.5
#VALUEI
given C= 3.0 and
S dlwa len flow de th =
h= 1 00
10 ft
2 (STAGE II)
APPROXIMATE BASIN DIMENSIONS
Leni th(ft) Widthil'o
Bottom 55 20
To 150 40
PLANNED BASIN SIZE
(REFER TO EROSION CONTROL PLAN)
Elev. Area (So
Cumulative Volume C
618 1076
0
619 3213
2145
620 5405
6454
621 6506
12409
X X
#VALUEI
X X
#VALUEI
X X
#VALUEI
X X
#VALUEI
X X
#VALUEI
X X
#VALUEI
BASIN EFFICIENCY
Sediment storage required• 2826 cf
Sedtmentstoregeprovided., 10265 cf OKAY
Surface area required 2275 sf
Surface areaprovided: 6506 sf OKAY
l;F aramea
SKIMMERIORIFICE DESIGN
Factor
Basin # 2
Total Required Sediment Storage:
Skimmer Size.
# Of Skimmers.
Required Volume
2826 cf
2 5 in
1
Drawdown
Basin # 2
Total Provided Sediment Storage
Skimmer Size:
# Of Skimmers:
Provided Volume
10,265 cf
2.5 in
1
Draw Down Time (Days) Flow Rate W3/da Required Onfice Diameter (in.)
Draw Down Time (Days) Flow Rate ftA3/da
Required Onfice Diameter (in )
2 264000 119
2 2540.00
2.27
3 381000 097
3 3610.00
1 85
4 508000 084
4 5080.00 1
1 60
5 635000 0.75
5 6350.00 1
1 43
Onfice Size = 1 5o in.
Onfice Size =
1.50 in.
SKIMMER CONNECTION PIPE LENGTH =
5 FT.
2880
*Calculations reflect J. W. Faircloth 8 Son, Inc faircloth skimmer technical sizing instructions.
3 days
l;F aramea
Drawdown
Factor
CF drained
Drawdown
Factor
This table contains ma)amum drainage
15" Skimmer
1728
1 day
960
4" Skimmer
20109
1 day
1601
volumes for a given Skimmer size and
3456
2 days
1920
40218
2 days
3202
drawdown period
5184
3 days
2880
60327
3 days
4803
6912
4 days
3840
80436
4 days
6404
The orifice area Is calculated by
12096
7 days
6720
140763
7 days
11207
dividing the Provided storage volume
2" Skimmer
3283
1 day
1123
5" Skimmer
32832
1 day
1642
by the corresponding Factor The
6566
2 days
2246
65664
2 days
3283
factors are taken from the table and
9849
3 days
3369
98496
3 days
4926
were generated assuming a constant
13132
4days
4492
131328
4 days
6568
head
22981
7days
7861
229824
7 days
11491
2 5" Skimmer
6234
1 day
1270
6" Skimmer
51840
1 day
1814
The diameter of the orifice Is
12468
2 days
2540
103680
2 days
3628
calculated by (2•(J(Area/3 14))
18702
3 days
3810
155520
3 days
5442
24936
4 days
5080
207360
4 days
7256
43638
7 days
8890
362880
7 days
12701
3" Skimmer
9744
1 day
1382
8" Skimmer
97978
1 day
1987
19548
2 days
2765
195956
2 days
3974
29322
3 days
4146
293934
3 days
5961
39096
4 days
5528
391912
4 days
7948
68418
7 days
9677
658846
7 days
13909

STAGE II EROSION CONTROL

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RIP -RAP OUTLET PROTECTION

STRUCTURE: HW -EC -4 Appendices
Do= I W= 1 27'
3Do 1 d50= 1 911
QAwu= 67.0 cfS 1 dm 13.5"
La 24' t= 1 20 25"
4
3
0
3 5 10 20 50 100 200 500 1000
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0 5 diameter).
Rev. 12/93
9" min.
8.06.3

STRUCTURE: HW -EC -4 Appendices
D"= 3 0'
W= 1 27'
3D"= 90,
d50= 1 9"
Qf"u= 1 67.0 cfs
d.a,= 1 13.5"
La 1 24'
t= 1 20.25"
mil
4
3
E��
3 b 10 20 50 100 200 500 1000
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12/93
8.06.3

21
11
STRUCTURE: HW -EC -8 Appendices
Do= 4 0' W= 1 36'
3D"= I 12A' d50= 12"
Qf"ii= 1 136 3 CfS dm 18"
La 1 32' t= 1 27"
4
3
W
2 N
W
Q
(SS
d
O
LO
1 -0
12" min.
0
3 5 10 20 50 100 200 500 1000
Discharge (ft3/sec)
Curves may not be extrapolated
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (TW < 0.5 diameter)
Rev. 12/93 8.06.3

CULVERT ANALYSIS:
DRAINAGE AREAS

TEMPORARY CULVERT BYPASS
PUMP DESIGN

North Culvert #1
North Culvert #1
South Culvert #2
eFF 7 -1 -71 r-,TN�
= L(I I ii
Culvert #3
Road Bypass Culvert #3

4386_culvertsizing
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(sq -ft) (subcatchment-numbers)
7,989,209
65
2 Acre Lots (1 S)
5,880,600
60
Grassy wooded area (2S)
1,742,400
60
Large lot area (2S)
638,154
98
Paved area HSG B (1 S)
2,821
98
Paved roads w/curbs & sewers, HSG B (3S)
871,200
98
Paved/impervious area (2S)
4,467,644
60
Woods- fair (1 S)
148,867
65
Woods/grass comb , Fair, HSG B (3S)
21,740,895
65
TOTAL AREA

4386_culvertsizing
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10 00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area
(sq -ft)
Soil
Group
Subcatchment
Numbers
0
HSG A
789,842
HSG B
1S, 3S
0
HSG C
0
HSG D
20,951,053
Other
1S, 2S
21,740,895
TOTAL AREA

4386_culvertsizing
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG -A HSG -B HSG -C HSG -D Other Total Ground
(sq -ft) (sq -ft) (sq -ft) (sq -ft) (sq -ft) (sq -ft) Cover
0 0
0
0
7,989,209
7,989,209
2 Acre Lots
0 0
0
0
5,880,600
5,880,600
Grassy wooded
area
0 0
0
0
1,742,400
1,742,400
Large lot area
0 638,154
0
0
0
638,154
Paved area
0 2,821
0
0
0
2,821
Paved roads
w/curbs & sewers
0 0
0
0
871,200
871,200
Paved/impervious
area
0 0
0
0
4,467,644
4,467,644
Woods- fair
0 148,867
0
0
0
148,867
Woods/grass
comb., Fair
0 789,842
0
0
20,951,053
21,740,895
TOTAL AREA

4386_culvertsizing Type// 24 -hr 1 -yr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 5
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1L: North Culvert#1
Inflow=50.43 cfs 503,197 cf
Primary=50.43 cfs 503,197 cf
Subcatchment1S: North Culvert#1 RunoffArea=300.620 ac 4.87% Impervious Runoff Depth=0.46"
Flow Length=6,859' Tc=61.0 min CN=65 Runoff --50 43 cfs 503,197 cf
Link 2L: South Culvert#3
Inflow --48.93 cfs 301,374 cf
Primary=48 93 cfs 301,374 cf
Subcatchment2S: South Culvert#2 Runoff Area=195.000 ac 10.26% Impervious Runoff Depth=0.43"
Flow Length=4,393' Tc=28.7 min CN=64 Runoff=48.93 cfs 301,374 cf
Link 3L: Bypass Culvert #3
Inflow=2.01 cfs 6,294 cf
Primary=2.01 cfs 6,294 cf
Subcatchment3S: Road Bypass Culvert#3 Runoff Area=151,688 sf 1.86% Impervious Runoff Depth=0.50"
Flow Length=428' Tc=11.8 min CN=66 Runoff=2.01 cfs 6,294 cf
Total Runoff Area= 21,740,895 sf Runoff Volume= 810,865 cf Average Runoff Depth= 0.45"
93.04% Pervious = 20,228,720 sf 6.96% Impervious = 1,512,175 sf

4386_culvertsizing Type 11 24 -hr 1 -yr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10 00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 6
Summary for Link 1L: North Culvert #1
Inflow Area = 13,095,007 sf, 4.87% Impervious, Inflow Depth = 0.46" for 1 -yr event
Inflow = 50.43 cfs @ 12.79 hrs, Volume= 503,197 cf
Primary = 50.43 cfs @ 12.79 hrs, Volume= 503,197 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
50.43
Link 1 L: North Culvert #1
Hydrograph
,--;--
i 1 1 I �
I
;---r--------1---
1
❑Inflow
cfs
I i
-- -- --- -- -------!---'
1 1
--�---'-- ---
Inflow_ _
I 1
I
-- -- -- -----
I i
---�-----'---
Area -13_;_0.95,'007 sf
I
El Primary
I i i
I
1
I I 1 1
I i 1
i I
i
I
I I
I
I
I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 10 05 110 i1to i v
Time (hours)

4386_culvertsizing Type 1124 -hr 1-yrRainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: North Culvert #1
Runoff = 50.43 cfs @ 12.79 hrs, Volume= 503,197 cf, Depth= 0.46"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -yr Rainfall=2.90"
Area (ac) CN Description
14.650
98 Paved area HSG B
183.407
65 2 Acre Lots
102.563
60 Woods- fair
300.620
65 Weighted Average
285.970
95.13% Pervious Area
14.650
4.87% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
9.4 100
0.0500 0.18
Sheet Flow, Sheet flow 100 ft
Grass: Dense n= 0.240 P2= 3.53"
44.6 2,726
0.0212 1.02
Shallow Concentrated Flow, Path to stream
Short Grass Pasture Kv= 7.0 fps
2.3 1,708
0.0480 12.22 183.24
Channel Flow, Roadside Ditch
Area= 15.0 sf Perim= 20.0' r= 0.75'
n= 0.022 Earth, clean & straight
4.7 21325
0.0266 8.16 203.96
Channel Flow, STREAM
Area= 25.0 sf Perim= 16.0' r= 1.56'
n= 0.040 Windina stream. pools & shoals
61.0 6,859 Total

4386_culvertsizing Type 11 24 -hr 1 -yr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10 00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 8
Subcatchment 1S: North Culvert #1
50 Type I) 24 -hr
45- '-1 _�r_Ra,infall;=2:90„
40 Runoff Area=300.620 ac
I 1 I 1
--
---- ; - ; ---- - ;-- ;Runoff Volume
=503;197 cf -
35
y - -- - ----------i--i-------Runoff-Depth; 0:46"-
1-
v 30
I I I I
---- -I-- --=--=----- ----- -- ------Flow-Length-6-8-59' -
0 _ I 1 I 1 1 ,
l% 25 I i I I I I I I I
-,--Tc=61.0-min--
15
I I I I I I 1
10-
- - - - - - - - -- - -
0___-__-__-_
I 1 I I 1 I I 1 I
5-_
I 1 I I I I t
0 .
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 ''1'60'''l05 110 115 120
Time (hours)
Hydrograph
•
-;----�--�---•---,--,--,--;--
---�-----I-- -;--, -� -;-- -
50.4',-,-
3 cfs -- =-
--
-- -
❑Runoff
50 Type I) 24 -hr
45- '-1 _�r_Ra,infall;=2:90„
40 Runoff Area=300.620 ac
I 1 I 1
--
---- ; - ; ---- - ;-- ;Runoff Volume
=503;197 cf -
35
y - -- - ----------i--i-------Runoff-Depth; 0:46"-
1-
v 30
I I I I
---- -I-- --=--=----- ----- -- ------Flow-Length-6-8-59' -
0 _ I 1 I 1 1 ,
l% 25 I i I I I I I I I
-,--Tc=61.0-min--
15
I I I I I I 1
10-
- - - - - - - - -- - -
0___-__-__-_
I 1 I I 1 I I 1 I
5-_
I 1 I I I I t
0 .
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 ''1'60'''l05 110 115 120
Time (hours)

4386_culvertsizing Type 1124 -hr 1-yrRainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD010 00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 9
Summary for Link 2L: South Culvert #3
Inflow Area = 8,494,200 sf, 10.26% Impervious, Inflow Depth = 0 43" for 1 -yr event
Inflow = 48 93 cfs @ 12.30 hrs, Volume= 301,374 cf
Primary = 48 93 cfs @ 12.30 hrs, Volume= 301,374 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 2L: South Culvert #3
Hydrograph
I � I
; I _,_ � �--I------ ❑Inflow
i I I 1
[IPrt •)
48.93 cfs
50 __. __ _' __I_ ,__:___1___,____Inflow-Area-=-8;494,200-sf-
I
. I I
45 , 11----
I
I
40--______L __1----- _-_L -------
.
1 1 I '
'I I I ;
35 --- -- ---------
0 30
-
030 --1--I--I-----1--------I--------+- 1- -I---•-- --'--•--------I--------
I
0 25 -
EL I 1 1 I
20 I I I 1 I I
• I 1 � I � I 1 I � I � I I �
1 5 - -I 1 _ _ - _ _ _ _ _I_ _ _ _ _ _ L _ _ _ _ -_
-
- I I ; • I I � � � i 1
5
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386_culvertsizing Type 1124 -hr 1 -yr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 2S: South Culvert #2
Runoff = 48.93 cfs @ 12.30 hrs, Volume= 301,374 cf, Depth= 0.43"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0 00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -yr Rainfall=2.90"
Area (ac) CN Description
20.000
98
Paved/impervious area
135.000
60
Grassy wooded area
40.000
60
Large lot area
195.000
64
Weighted Average
175.000
2.75
89.74% Pervious Area
20.000
10.26% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.6
100
0.1000
2.75
Sheet Flow, sheet flow 100 ft
Smooth surfaces n= 0.011 P2= 3.53"
22.6
2,842
0.0900
2.10
Shallow Concentrated Flow, Path to stream
40
Short Grass Pasture Kv= 7.0 fps
5.5
1,451
0.0135
4.39
35.14 Channel Flow, stream
w
Area= 8.0 sf Perim= 12.0' r= 0.67'
� 30
�
n= 0.030 Stream. clean & straioht
28.7 4,393 Total
Subcatchment 2S: South Culvert #2
Hydrograph
48.93
cfs'
J --------- _-__---
I �--'---,---------�--i-----=--�--- ,
I
50
;
Type- I1.24 -hr
_
45
'11-yr__Oainfall;=2:9. 0..
40
� I I I
'Ru'no'ff Area= 195.000 ac
35
; ;Runoff Volume=301;374 cf
w
- --- -- - Runoff Depth,=0.43"
� 30
�
I I � � I I
0
�
-
1 I I Flow-Length=4;393' --
I
25
-
I ; � � I 1 � I I � I I I
LL
----
-
I 1 1 I I I I T -
-,-- ;-----, ----------------- -- ;----- --,---I---,-- c-28,.7 min --
20
_
I I _GI4-=64--
1 I • ; 1 I I
10-
I
1 I I
I 1 � 1 I I 1 � I ,
�--'---------
5
---•--
I
--I--------`-----'-----=---+--' -----"--'------'------
1 I I 1
I I 1 I I i I I 1 I I
1 I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386_culvertsizing Type 11 24 -hr 1 -yr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 11
Summary for Link 3L: Bypass Culvert #3
Inflow Area = 151,688 sf, 1.86% Impervious, Inflow Depth = 0.50" for 1 -yr event
Inflow = 2.01 cfs @ 12.06 hrs, Volume= 6,294 cf
Primary = 2.01 cfs @ 12.06 hrs, Volume= 6,294 cf, Atten= 0%, Lag= 0 0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 3L: Bypass Culvert #3
Hydrograph
Time (hours)
❑ Inflow
❑ Primary

4386_culvertsizing Type 1124 -hr 1-yrRainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10 00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 3S: Road Bypass Culvert #3
Runoff = 2.01 cfs @ 12.06 hrs, Volume= 6,294 cf, Depth= 0.50"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -yr Rainfall=2.90"
Area (so CN Description
2,821 98 Paved roads w/curbs & sewers, HSG B
148,867 65 Woods/grass comb., Fair, HSG B
151,688 66 Weighted Average
148,867 98.14% Pervious Area
2,821 1.86% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
8.8
100
0.0600
0.19
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.53"
3.0
328
0.0700
1.85
Shallow Concentrated Flow, Sc
Short Grass Pasture Kv= 7.0 fps
11.8 428 Total
Subcatchment 3S: Road Bypass Culvert #3
Hydrograph
❑ Runoff
2.01 cfs -
2 Type 11;24 -
hr
1=yr Rpinfall=2.90"
Runoff, Area=151,688 0
R6n6ff.V616me=;6,294 cf
Run®ff e' pth 0.50"
1 Flow Length=428'
76=11.8 rain
GAN=66
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115
Time (hours)

CULVERT ANALYSIS:
DRAINAGE AREAS

North Culvert #1
1 L��
North Culvert #1
South Culvert #2
Su cat Reach on �'nk
Culvert #3
3L+
/ypass Culvert #3
3`S
Road Bypass Culvert #3

4386_culvertsizing
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area
(sq -ft)
CN
Description
(subcatchment-numbers)
7,989,209
65
2 Acre Lots (1 S)
5,880,600
60
Grassy wooded area (2S)
1,742,400
60
Large lot area (2S)
638,154
98
Paved area HSG B (1 S)
2,821
98
Paved roads w/curbs & sewers, HSG B (3S)
871,200
98
Paved/impervious area (2S)
4,467,644
60
Woods- fair (1 S)
148,867
65
Woods/grass comb., Fair, HSG B (3S)
21,740,895
65
TOTAL AREA

4386_culvertsizing
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(sq -ft) Group Numbers
0
HSG A
789,842
HSG B 1S, 3S
0
HSG C
0
HSG D
20,951,053
Other 1S, 2S
21,740,895
TOTAL AREA

4386_culvertsizing
Prepared by Microsoft
Printed 4/21/2017
HydroCADO 10 00-14
s/n 08470 © 2015 HydroCAD Software Solutions LLC
Page 4
Ground
Covers (all
nodes)
HSG -A
HSG -B
HSG -C
HSG -D
Other
Total
Ground
(sq -ft)
(sq -ft)
(sq -ft)
(sq -ft)
(sq -ft)
(sq -ft)
Cover
0
0
0
0
7,989,209
7,989,209
2 Acre Lots
0
0
0
0
5,880,600
5,880,600
Grassy wooded
area
0
0
0
0
1,742,400
1,742,400
Large lot area
0
638,154
0
0
0
638,154
Paved area
0
2,821
0
0
0
2,821
Paved roads
w/curbs & sewers
0
0
0
0
871,200
871,200
Paved/impervious
area
0
0
0
0
4,467,644
4,467,644
Woods- fair
0
148,867
0
0
0
148,867
Woods/grass
comb, Fair
0
789,842
0
0
20,951,053
21,740,895
TOTAL AREA

4386_culvertsizing Type 11 24 -hr 25-yrRalnfall=6.00"
Prepared by Microsoft Printed 4/21/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 5
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1L: North Culvert#1
Inflow=356.06 cfs 2,565,880 cf
Primary=356 06 cfs 2,565,880 cf
Subcatchment1S: North Culvert#1 Runoff Area=300 620 ac 4 87% Impervious Runoff Depth=2.35"
Flow Length=6,859' Tc=61 0 min CN=65 Runoff=356.06 cfs 2,565,880 cf
Link 2L: South Culvert#3
Inflow=377.80 cfs 1,602,143 cf
Primary=377 80 cfs 1,602,143 cf
Subcatchment2S: South Culvert#2 Runoff Area=195.000 ac 10 26% Impervious Runoff Depth=2.26"
Flow Length=4,393' Tc=28 7 min CN=64 Runoff=377.80 cfs 1,602,143 cf
Link 3L: Bypass Culvert #3
Inflow=12.07 cfs 30,846 cf
Primary=12 07 cfs 30,846 cf
Subcatchment3S: Road Bypass Culvert#3 Runoff Area=151,688 sf 1.86% Impervious Runoff Depth=2.44"
Flow Length=428' Tc=11.8 min CN=66 Runoff- 12.07 cfs 30,846 cf
Total Runoff Area= 21,740,895 sf Runoff Volume= 4,198,868 cf Average Runoff Depth= 2.32"
93.04% Pervious = 20,228,720 sf 6.96% Impervious = 1,512,175 sf

4386_culvertsizing Type 11 24 -hr 25 -yr Rainfall= 6. 00 "
Prepared by Microsoft Printed 4/21/2017
HydroCAD®10 00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 6
Summary for Link 1 L: North Culvert #1
Inflow Area = 13,095,007 sf, 4.87% Impervious, Inflow Depth = 2 35" for 25 -yr event
Inflow = 356.06 cfs @ 12.67 hrs, Volume= 2,565,880 cf
Primary = 356.06 cfs @ 12 67 hrs, Volume= 2,565,880 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 1 L: North Culvert #1
Hydrograph
I
1 1
,--------, -----,-------r--
❑ Inflow
356.06
360_
_ I__� _ _ t ---- ---'
Cfs ---- --= � �-- - � - ,- --, -----, - ---- ,- ,-----,- -
- Gnflow-Area-1 3;095,007-9f -
11 Primary
340= �
"< --'-----+- �------�-----� � �. ., -�-- �--+-----I- {-
320-:
-I
-r--`---•-- -- --.----- -----r- - --- - r - - - - - - - -----r--
300-
i
280-
----------- ---------------------- ----- 1
-------------------
260-: 1
I , I
I _ I 1
240 --I
1------- --=-----`--=-----'---'---, I -------1-------j-----'---
�220z:___I
I I I I
_______�__L____________ -I_________--_____I__,________
v 200.
3 --'
F -- - --- -- - ' -- - ---- - - -- ----- --I-- --' - --I - - ---
O 180.--
160-
140
120 , ' _ _'
I ' I
100 ---
- - - -
1 1 1 �
60-
� I �
- -I
40-
Time (hours)

4386_culvertsizing Type 11 24 -hr 25 -yr Rainfall=6.00"
Prepared by Microsoft Printed 4/21/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: North Culvert ##1
Runoff = 356.06 cfs @ 12.67 hrs, Volume= 2,565,880 cf, Depth= 2.35"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -yr Rainfall=6.00"
Area (ac) CN Description
14.650 98 Paved area HSG B
183.407 65 2 Acre Lots
102.563 60 Woods- fair
300.620 65 Weighted Average
285.970 95.13% Pervious Area
14.650 4.87% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.4
100
0.0500
0.18
Sheet Flow, Sheet flow 100 ft
Grass: Dense n= 0.240 P2= 3.53"
44.6
2,726
0.0212
1.02
Shallow Concentrated Flow, Path to stream
Short Grass Pasture Kv= 7.0 fps
2.3
1,708
0.0480
12.22
183.24
Channel Flow, Roadside Ditch
Area= 15.0 sf Perim= 20.0' r= 0.75'
n= 0.022 Earth, clean & straight
4.7
2,325
0.0266
8.16
203.96
Channel Flow, STREAM
Area= 25.0 sf Perim= 16.0' r= 1.56'
n= 0.040 Winding stream, pools & shoals
61.0 6,859 Total

4386_culvertsizing Type Il 24 -hr 25 -yr Rainfall=6.00"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 8
Subcatchment 1S: North Culvert #1
Hydrograph
-------------r---- ;--------,------,-------------,---------
iso-: I t ❑Runoff
= 356.06 cfs. -- r -----;-'------'--=-- _
-- ------------------
360- --'-- -----------'--- ---=--
-------------------r-T- a IT 24=hr-
340 -- -- ---- ' --- -' '-- --
- -- 25=yrLRainfall'=6.00" -
320- --'-- '--!--'-----'- � - =--'---'---'---'-
300: '
------ --- - -- - - --Runoff-Area_300.'620 ac-
280- ---- --- --------'---'---'--------i--'--------'--------------'--------
260= ---- ----------- L --------; - Runoff Vol ume=2,5'65;880-cf -
240- --=- =--1----------=----- ----------;- -Runoff-Depth'=2:35"-
220 ---- =----=-----'--------=----- ----------- -- --------'---------
200
3 - - -----;--------�--�--,--------�--�-----�--�FIow�L-eng'th-6,859'-
0 180- --------------=--------+---------------�- - --•---
`� ---- Tc=610-min
160 ---- --- -- - - - -- -- y -- - - - -- { - - - --f ---- i - --- -
140, - - ----- CN=6'5
--r-
--------------I-- --� ---t-----'---�--
120
100-
-----
---------r-------------r---r-----�--------r---- -i---i-- -- - ---
'
i
40- -- - - -- - ---
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386_culvertsizing Type 1124 -hr 25 -yr Rainfall=6.00"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 9
Summary for Link 2L: South Culvert #3
Inflow Area = 8,494,200 sf, 10.26% Impervious, Inflow Depth = 2.26" for 25 -yr event
Inflow = 377.80 cfs @ 12.24 hrs, Volume= 1,602,143 cf
Primary = 377.80 cfs @ 12.24 hrs, Volume= 1,602,143 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 2L: South Culvert #3
Hydrograph
I
t
I I I I I 1
420:
❑ Primary
377.80
cfs--
aoo
w rea
380
_i 7s
--- - �' - a--
-I
340
-- --
- - - - - - - - -
320
300-
--1
- 1 - - - - -' --- I --=--'--' - - �---I- - -a -- I --- - 1 -I--
280
•
1
_ .1
•
I I I ' I I I
_ Y _ _ _ _ _ - _ y _ _ _ _ - _ _ _ _ _I_ _ y _ _ - _ _ -- _ _ _ _ _ - - - _ _ _ _ I_ _ y _ _ - _ _ - _ _
260-
I
I 1 f i I I
- - - - - -
240
!J__L_--__.___-______I
..y..
t.1
220_
- _I
I 1 1 1
_L__-____J__L__-______ ___1__J__ _______L _____I__J________
_ _ --
3 ZOO
' ,�
I'• __I
_r_____I__y
<L 18O
_ -- 1 ___ _ _ _ _ __
160
'
J ------------=--'--------I------I---'--------
1 I I I I
140-:_1___-___J__L__-___
�--
I i
_I__J__ __L______-- _____1__J_ ____
-- - -� -
_
120
__
_____•_ y_ 1___ ___ __ __I___I __ _,___,_ _.___I_
1OO_
_ _ _ _ - r _ . _
80
60_
.
__
____'__ __-_____________I___I-_ __L_____ -_1__L_
40
I I I--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386_culvertsizing Type 11 24 -hr 25 -yr Rainfall= 6. 00 "
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 2S: South Culvert #2
Runoff = 377.80 cfs @ 12 24 hrs, Volume= 1,602,143 cf, Depth= 2.26"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -yr Rainfall=6.00"
Area (ac) CN Description
* 20.000 98 Paved/impervious area
* 135.000 60 Grassy wooded area
* 40.000 60 Larqe lot area
195.000 64 Weighted Average
175.000 89.74% Pervious Area
20.000 10.26% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.6
100
0.1000
2.75
Sheet Flow, sheet flow 100 ft
Smooth surfaces n=0.011 P2=3.53"
22.6
2,842
0.0900
2.10
Shallow Concentrated Flow, Path to stream
Short Grass Pasture Kv= 7.0 fps
5.5
1,451
0.0135
4.39
35.14 Channel Flow, stream
Area= 8.0 sf Perim= 12.0' r= 0.67'
n= 0.030 Stream, clean & straight
28.7 4,393 Total
Subcatchment 2S: South Culvert #2
Hydrograph
420= - - - - ---*-------- -------------- i--ir---- ---------
400: ' 377.80 cfs-,I- T I'
uno
380z:- - e .I-
-- - - - T l 4 -hr
360: -- - - - - -- -' ---=--=---------'----- -- -'- --'
340 ---- ------------------------+--- -- -- 25 -yr Rainfall=600..
320_
-_' Ru -no Area1-95'A
00 ac300_ _ _ _ _
Runoff Volume=1;6'021-43-cf -
260- ' i
---- - -----, -- --- --- -
240 - - - - — - - .Runoff De th=2'.26" _
p
3 220 ---- ---- ' --' --- --=-- -- - - 'Flow Length=4,393'-
0 200_ - - - - - - - - - - --------- - - - - --------- - - - - - - - - -----'---- - - - - - - -
a 180- ------*--------r------------r-- i------------------ c=287F-min-
t
160. - - -- --- I - - - - -- -- - - -- -----r--;--------�--r--r--r--r--C14=64
140= i -'-----------
120 -- --- --- ------''- --- - -- --
100- ,__ _ __ __1 ___ _ _ L _ _�____ _____J__ __L __L __ _ _ _ J___J_ _1 _ L L__
80. ---- - --- -----=--=----------'---'---- --'-- ----
60 - - ----- i - - - - - -- - - - - - - - - - - - - - -- --------- -- - -r- r----- I- -*- - - --
---- -'
40=
- - - - - - - - r - - -- -- -- -- r - -
r --i - +-----t--r--r--i---i - --r--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)

4386_culvertsizing Type 11 24 -hr 25 -yr Rainfall=6.00"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 11
Summary for Link 3L: Bypass Culvert #3
Inflow Area = 151,688 sf, 1.86% Impervious, Inflow Depth = 2.44" for 25 -yr event
Inflow = 12.07 cfs @ 12.04 hrs, Volume= 30,846 cf
Primary = 12.07 cfs @ 12.04 hrs, Volume= 30,846 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 3L: Bypass Culvert #3
Hydrograph
'
y Infl
Primary
maty
1,2.07 cfs.'
13_
- -I- ---- - -+-�-- --• --- 75-- +--- ---
Fq'►
-nflow— rea= 1,6_88_-s'f--
-
- -�
12
T
I ;
10--
-�
_pll��
,
9-
�m
��
8
--
-1--r-------------- ----------------- ---------
I
I 1 � �
--
0
6-
_ _
X,
_ 1 _- _ L _ _ _ _ _ _
FL
5. 5
--
r "-•--
,
- --- - - -- - +- -- -- - - - --- +-- -
g--
I 1
-----------------`-- ----------- - - - - -- ----- -- ----
2---
I 1 I I
1
15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)

4386_culvertsizing Type 11 24 -hr 25 -yr Rainfall=6.00"
Prepared by Microsoft Printed 4/21/2017
HydroCADO 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 3S: Road Bypass Culvert #3
Runoff = 12.07 cfs @ 12.04 hrs, Volume= 30,846 cf, Depth= 2.44"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -yr Rainfall=6.00"
Area (sfl CN Description
2,821 98 Paved roads w/curbs & sewers, HSG B
148,867 65 Woods/grass comb., Fair, HSG B
151,688 66 Weighted Average
148,867 98.14% Pervious Area
2,821 1.86% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
8.8
100
0.0600
0.19
Sheet Flow, Sheet
_
-Kir
-__-__--___...__�__ __ __,__ _
Grass: Dense n= 0.240 P2= 3.53"
3.0
328
0.0700
1.85
Shallow Concentrated Flow, Sc
----
--- ------------------------ -- -- -
Short Grass Pasture Kv= 7.0 fps
11.8 428 Total
Subcatchment 3S: Road Bypass Culvert #3
Hydrograph
-12 0,7
13
cfs' {
12
- Tk pe I ( 24
y
_
-Kir
-__-__--___...__�__ __ __,__ _
11
I
{ I 1 1
2-yr_Rainfalltfi.00"
----
--- ------------------------ -- -- -
10-:
I I I I 1 I 1 1
I 1 '
R-unoff Area=1-v1-,688-sf--
9
-�
--t--
__�
. I I t I
,-- -------- ----:---,----- ;- -Runoff:Volutne=30 $46-c# -
8
N
1
--; -
-,-- , -- ----.---, ------------- -- Runoff Depth=2:44"--
v 7
I
----- --=--- ------ -- -- ------;FCow L'
n'-
-----------__-__-_-__-l._____I_. ,__ ' L
Tc=11:8-ruin -
5;
4
CN=66
i
3
2
II 1 I I I I
--1--
---1----- - -�----- - - -.-- .--7--1-- �--�---I--------T--------
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)

4386_culvertsizing Type 1124 -hr 900 -yr Rainfall=7.60"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Paste 13
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1L: North Culvert#1
Inflow=556.52 cfs 3,899,437 cf
Primary=556 52 cfs 3,899,437 cf
Subcatchment1S: North Culvert#1 RunoffArea=300.620 ac 4 87% Impervious Runoff Depth=3.57"
Flow Length=6,859' Tc=61.0 min CN=65 Runoff=556.52 cfs 3,899,437 cf
Link 2L: South Culvert#3
Inflow=593.32 cfs 2,452,649 cf
Primary=593.32 cfs 2,452,649 cf
Subcatchment2S: South Culvert#2 Runoff Area= 195.000 ac 10.26% Impervious Runoff Depth=3.46"
Flow Length=4,393' Tc=28.7 min CN=64 Runoff=593.32 cfs 2,452,649 cf
Link 3L: Bypass Culvert#3
Inflow=18.32 cfs 46,547 cf
Primary=18.32 cfs 46,547 cf
Subcatchment3S: Road Bypass Culvert#3 Runoff Area=151,688 sf 1.86% Impervious Runoff Depth=3.68"
Flow Length=428' Tc=11.8 min CN=66 Runoff-- 18.32 cfs 46,547 cf
Total Runoff Area = 21,740,895 sf Runoff Volume= 6,398,633 cf Average Runoff Depth= 3.53"
93.04% Pervious = 20,228,720 sf 6.96% Impervious = 1,512,175 sf

4386_culvertsizing Type 11 24 -hr 900 -yr Rainfall=7.60"
Prepared by Microsoft Printed 4/21/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 14
Summary for Link 1L: North Culvert#1
Inflow Area = 13,095,007 sf, 4.87% Impervious, Inflow Depth= 3.57" for 100 -yr event
Inflow = 556.52 cfs @ 12.65 hrs, Volume= 3,899,437 cf
Primary = 556.52 cfs @ 12.65 hrs, Volume= 3,899,437 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 1 L: North Culvert #1
Hydrograph
soo_
556.52
----,-------- -------'--------------'---+--------
Inflow Area 13',095,007.0
FE Inflow
❑Pnmary
cfs
--'
-
550
'----�-- °--'---'---�-- �--' --'---'--' - -' -- ' -
500-
450-:00 450
--
------1-------=--'-------- -- -------------=--'---'--------
400-
--
----'--'--- - - ----' - -' --' - --
360-
w 50
�
--'
---' -- - - '-- --' --- LL
300-'
3 300
--'
4-----'-- -- -- ----------- -=--' ---- -}-----'-- -----=-
0
FL
--'
--- -- --' - -' -- --' -- - ' ----' -'--------
--200250
200-
150
150
--'
----- - - - - -- -- -------------------- --------------- --'--------
100
--'
-----�--'--+---'---'--------�---�-------'-------+ ----'---'---+-----'----
7.%///f///��I/////////////////!///////////////////////!//////////////////////ff//////.

4386_culvertsizing Type// 24 -hr 100 -yr Rainfall=7.60"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 1S: North Culvert #1
Runoff = 556.52 cfs @ 12.65 hrs, Volume= 3,899,437 cf, Depth= 3.57"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -yr Rainfall=7.60"
Area (ac) CN Description
14.650
98 Paved area HSG B
183.407
65 2 Acre Lots
102.563
60 Woods- fair
300.620
65 Weighted Average
285.970
95.13% Pervious Area
14.650
4.87% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
9.4 100
0.0500 0.18
Sheet Flow, Sheet flow 100 ft
Grass: Dense n= 0.240 P2= 3.53"
44.6 2,726
0.0212 1.02
Shallow Concentrated Flow, Path to stream
Short Grass Pasture Kv= 7.0 fps
2.3 1,708
0.0480 12.22 183.24
Channel Flow, Roadside Ditch
Area= 15.0 sf Perim= 20.0' r= 0.75'
n= 0.022 Earth, clean & straight
4.7 2,325
0.0266 8.16 203.96
Channel Flow, STREAM
Area= 25.0 sf Perim= 16.0' r= 1.56'
n= 0.040 Windina stream. pools & shoals
61.0 6,859 Total

4386_culvertsizing Type 1124 -hr 100 -yr Rainfall=7.60"
Prepared by Microsoft Printed 4/21/2017
HydroCAD®10 00-14 s/n 08470 02015 HydroCAD Software Solutions LLC Page 16
Subcatchment 1S: North Culvert #1
Hydrograph
600
_ _ _ _
_ _ _ _ _ _ 1 _ _ _ _ _ _ _ __ _ _ _ _ _ _ _ L _ _I_ _ _,_ - _ - _ - - _ L _ _ L _ _'_ _ I_ _ _'_ _ _ - _ _ _ _
cfs• ----- --- -I- ----- =--L -I---J-----L L --L --' ---- _- = -
❑Runoff
556.52
550
Type I'l 24 -hr
500
-- -' -- ------ - - - -----------
100; yr Rainfall=7.60"
450
----
---;--------,------------- --;--------------a -----
Runoff Ar;ea=

4386_culvertsizing Type 1124 -hr 900 -yr Rainfall=7.60"
Prepared by Microsoft Printed 4/21/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 17
Summary for Link 2L: South Culvert #3
Inflow Area = 8,494,200 sf, 10.26% Impervious, Inflow Depth= 3.46" for 100 -yr event
Inflow = 593.32 cfs @ 12.24 hrs, Volume= 2,452,649 cf
Primary = 593.32 cfs @ 12.24 hrs, Volume= 2,452,649 cf, Atten= 0%, Lag= 0 0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 2L: South Culvert #3
Hydrograph
I I
I I I 1
❑Inflow
650
' ' '
Pnmaty
593.32
cfs
=
-- ----'--' ----------------Inflow Area=8-,49;4;200-sf--
600-
=
550 -I __
1
�
-
I I 1 I I I I I I 1
_
500 ---I,
I
I I
-I--i---
-,--'-----,--r-----I - -----I---I--�------�------r---------------
I I I I 1 I I I I � 1 7 I
450 --I ;;
450-
-
.-
- - - - - t - ' - - - - - - - I I - - - - - - - ' - '
--------------------
- - ;--,---,- -,- -I- -I----r--'- r- -,-- �-
400 --I
=
1 I
----------------""- - -' - - -- ------ - -
N I
1 I I I 1 I I I I I I 1
v350
3 - •' I' m
I � I I I I 1 I I I I
I I I
-I
300
t------'------+---- +--------"I--'�--'"-----------------+------ -
LL
'
250-r--------+--�-----I--------I--,--T----
I i
'
200
--------
--- I --If,
-------
--1I ----,-
--
----
---,
----�
- -j --I----IIII
-------------1501
100
- - - -
I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386_culvertsizing Type// 24 -hr 100 -yr Rainfall=7.60"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 2S: South Culvert #2
Runoff = 593.32 cfs @ 12 24 hrs, Volume= 2,452,649 cf, Depth= 3.46"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -yr Rainfall=7.60"
Area (ac) CN Description
20.000 98 Paved/impervious area
135.000 60 Grassy wooded area
40.000 60 Larqe lot area
195.000 64 Weighted Average
175.000 89.74% Pervious Area
20.000 10.26% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.6
100
0.1000
275
Sheet Flow, sheet flow 100 ft
450
Smooth surfaces n= 0.011 P2= 3 53"
22.6
2,842
0.0900
2.10
Shallow Concentrated Flow, Path to stream
.V.. 350-
Short Grass Pasture Kv= 7.0 fps
5.5
1,451
0.0135
4.39
35.14 Channel Flow, stream
.2 300-
--I--
-
Area= 8.0 sf Perim= 12.0' r= 0.67'
250
.
n= 0.030 Stream, clean & straight
28.7 4,393 Total
Subcatchment 2S: South Culvert #2
Hydrograph
593.32I 1 I I I 1 I
1 ❑Runoff
cfs;--------'------•------- ---- ----------------
600-24-h
r _
550_
________J__J______ __' ; '00'-
500_
'
---
- -' - -- Run6ffArea=195.000 ac--
-� � I t 1 I 1 I 1
450
I I •
' Runoff Vol6me=2,452;649 -cf .-
400-
i
I '
Ru'no'ff DOW =3.46" -
.V.. 350-
---- ------------ '---'-----"-_--
1=1o�v'Length=4,393' -
--�--
----1-------
I I 1
.2 300-
--I--
-
I
T-
---i----- -- --'-- ----- -- -----;-- ----t-- --c 28.7min-
250
.
1 CN=64 -
200
-- -
;
,---,-----'---1---7-1--'----I--I------:---1- ,--1 --- 1---I-- -- -
150
1
100
• 1 I I I I I I
50
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)

4386_culvertsizing Type 1124 -hr 100 -yr Rainfall=7.60"
Prepared by Microsoft Printed 4/21/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 19
Summary for Link 3L: Bypass Culvert #3
Inflow Area = 151,688 sf, 1.86% Impervious, Inflow Depth= 3.68" for 100 -yr event
Inflow = 18.32 cfs @ 12.04 hrs, Volume= 46,547 cf
Primary = 18.32 cfs @ 12 04 hrs, Volume= 46,547 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 3L: Bypass Culvert #3
Hydrograph
-
--`- - - -_-
---1-----'--,-
❑Inflow
❑ Primary
20
18.32
cfs
' --'- - '--I - '- -' -= - - -----
' -
Inflor� Area=151 688 s
7
18:
17-
_
_--
16
-
,
'
--I
F'°
- --' ----------i --------
-�-----1�----�--1 I ---7---- -
15-
-
I • I I I I
'
I
-.,
I I ,
13:
,
I 1 I I 1 I
'
---
3 10
- _
-
- - - - - - - - - - - - - - - - -I- - -I - - -I - - _ _ - - - -- - - -
, - - - - - - - - -- - --
o
LL 9-
'
I
_-I�-
I I r ,- 1 I 1
_-1__L____________t__-__-__L_______J__L__i___I___�_____ L________
IL- I I
-
I I
6-1
_ _ r _ _ - - -•_ _ _ _ _ _ _1 - _ _ _ _ _ _ T _ _ _ _ _ _ _ _ - _ _ _ _
-
-------------------------- - ---- - -7- ----,- -i -
I ! I I
4-
t I _•__ _ 1 1 - '- - - - - --
3
I � I 1 1 I 1 1
2.
0 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386_culvertsizing Type 1124 -hr 100 -yr Rainfall=7.60"
Prepared by Microsoft Printed 4/21/2017
HydroCADO 10 00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 3S: Road Bypass Culvert #3
Runoff = 18.32 cfs @ 12.04 hrs, Volume= 46,547 cf, Depth= 3.68"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -yr Rainfall=7.60"
Area (sf) CN Description
2,821 98 Paved roads w/curbs & sewers, HSG B
148,867 65 Woods/grass comb., Fair, HSG B
151,688 66 Weighted Average
148,867 98.14% Pervious Area
2,821 1.86% Impervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
8.8
100
0.0600
0.19
Sheet Flow, Sheet
17
Grass: Dense n= 0.240 P2= 3.53"
3.0
328
0.0700
1 85
Shallow Concentrated Flow, Sc
nfa16- I ------------------- _ 11
0 -I -yrI aiI
I;
15-
Short Grass Pasture Kv= 7.0 fos
11.8 428 Total
Subcatchment 3S: Road Bypass Culvert #3
Hydrograph
-
20-
------ --
--- -------'------------ -------,------------- - - - --
cfs
❑Runoff
18.32
19-
— -- ------ ----,- -- - - - -- -
C
18
;- ;
--1-- I
- Ype 1, 24 -hr
17
106-
nfa16- I ------------------- _ 11
0 -I -yrI aiI
I;
15-
;I
-------------- -Runoff Area= 1-51- 688- sf-
14'
-- -
,17.`60n
---------------- I - - - - - - - - +-- +- - --- -- -----I--------+--•------
13 _
__r_
_y__y_____r_______ ,____--__y___
_ Runoff ,VOl utne=46,547 Gf -
12-
f_Dept :68"
=_
3 10=
----
1
--------------------- ---- -- -- --AFI®vv-Length=428' -
O
LL g.
-
- - - -
;
- - - - - - - - - - - - - - - - - - - - - - - - -; - - - ---------------------------- -
_
8-
--I--
I 1
� I -- T6=41:8-min--
--I------- --I--------------------�--'---�- ----
I I -- - -
7_
__L_
J__J_____1________i__--- ____1.-J._1__L__L__I___I__ __-__1__-_____
-
I I I I I CN
-'-- -66__
5_--
----- - -- --- - - -I- - - - - - -- -- ----- -- -- --I ------ -- — --
_
_
+ -�---�--'------ ---r- -r-----r---r---r---I--- ----' ---
55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

NORTH CULVERT ##1:
ANALYSIS OF THE 25 -YR STORM

HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow 356.1 cfs
Design Flow: 356.1 cfs
Maximum Flow. 356.1 cfs

Table 1 - Summary of Culvert Flows at Crossing: North Culvert #1 - 25 yr Storm
Headwater Elevation
(ft)
Total Discharge (cfs) North Culvert #1-25 yr
Storm Discharge (cfs)
Roadway Discharge
(cfs)
Iterations
61804
35610
35610
0.00
1
618.04
356.10
356.10
0.00
1
618.04
356.10
356.10
0.00
1
61804
356.10
356.10
0.00
1
61804
35610
356.10
0.00
1
61804
35610
356.10
0.00
1
61804
356.10
356.10
0.00
1
61804
356.10
356.10
0.00
1
61804
356.10
356.10
000
1
618.04
35610
35610
000
1
61804
35610
356.10
000
1
64300
907.90
90790
000
Overtopping

Table 2 - Culvert Summary Table: North Culvert #1-25 yr Storm
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
Cntical
Depth (ft)
Outlet Depth
(ft)
Tadwater
Depth (ft)
Outlet
Velocity
(ft/s)
Tailwater
Velocity
(ft/s)
356.10
35610
61804
5 318
8 845
7-M2c
6 000
4 408
4 408
2 233
12 537
4 861
35610
35610
61804
5 318
8 845
7-M2c
6 000
4 408
4 408
2 233
12 537
4 861
35610
356.10
1 61804
5 318 1
8 845
7-M2c
6 000
4 408
4.408 1
2 233
12 537
4 861
35610
356 10
61804
5 318
8 845
7-M2c
6 000
4 408
4.408
2 233
12 537
4 861
35610
356 10
61804
5.318
8 845
7-M2c
6 000
4 408
4 408
2 233
12 537
4 861
35610
356 10
61804
5 318
8 845
7-M2c
6 000
4 408
4 408
2 233
12 537
4 861
35610
356 10
61804
5 318
8 845
7-M2c
6 000
4 408
4 408
2 233
12 537
4.861
35610
356 10
61804
5 318
8 845
7-M2c
6 000
4 408
4.408
2 233
12 537
4 861
35610
356 10
61804
5 318
8 845
7-M2c
6 000
4.408
4 408
2 233
12 537
4 861
35610
356 10
61804
5 318
8 845
7-M2c
6 000
4 408
4 408
2 233
12 537
4 861
35610
35610
618 04
5 318 1
8 845
7-M2c
6 000
4 408
4 408
2 233
12 537
4 861

Straight Culvert
Inlet Elevation (invert) 609 20 ft, Outlet Elevation (invert) 608 30 ft
Culvert Length 130 00 ft, Culvert Slope 0 0069

Water Surface Profile Plot for Culvert: North Culvert #1-25 yr Storm
Crossing - North Culvert 41 - 25 yr Storm, Design Discharge - 356.1 cfs
Cuh-ert - North Culvert 41-25 �T Storm, Cul ert Discharge - 356.1 cfs
640
635
630
C:
0
625
a)
w 620
Melk
610
Stat on (ft)
Site Data - North Culvert #1-25 yr Storm
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 608.20 ft
Outlet Station: 130.00 ft
Outlet Elevation 607.30 ft
Number of Barrels: 1
Culvert Data Summary - North Culvert #1-25 yr Storm
Barrel Shape. Circular
Barrel Diameter 7 00 ft
Barrel Material: Concrete
Embedment: 12.00 in
Barrel Manning's n: 0 0120 (top and sides)
Manning's n: 0.0350 (bottom)
Culvert Type. Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None
150

Table 3 - Downstream Channel Rating Curve (Crossing: North Culvert #1 - 25 yr
Flow (cfs)
Water Surface
Elev (ft)
Depth (ft)
Velocity (fUs)
Shear (psf)
Froude Number
356.10
61053
2.23
4.86
1.39
0.77
356.10
61053
2.23
4.86
1.39
0.77
356.10
61053
2.23
4.86
1.39
0.77
356.10
61053
2.23
4.86
1.39
0.77
356.10
610.53
2.23
4.86
1.39
0.77
356.10
61053
2.23
4.86
1.39
0.77
356.10
610.53
2.23
4.86
1.39
0.77
356.10
61053
2.23
4.86
1.39
0.77
356.10
610.53
2.23
4.86
1.39
0.77
356.10
610.53
2.23
4.86
1.39
0.77
356.10
610.53
2.23
4.86
1.39
0.77

Tailwater Channel Data - North Culvert #1 - 25 yr Storm
Tailwater Channel Option- Trapezoidal Channel
Bottom Width* 6 00 ft
Side Slope (H:V)- 12.00 (_ 1)
Channel Slope. 0 0100
Channel Manning's n. 0.0350
Channel Invert Elevation 608.30 ft
Roadway Data for Crossing: North Culvert #1 - 25 yr Storm
Roadway Profile Shape- Constant Roadway Elevation
Crest Length: 80.00 ft
Crest Elevation: 643 00 ft
Roadway Surface: Paved
Roadway Top Width: 80.00 ft

NORTH CULVERT ##1: ANALYSIS
OF THE 100 -YR STORM

Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 556 5 cfs
Design Flow 556 5 cfs
Maximum Flow: 556 5 cfs

Table 7 - Summary of Culvert Flows at Crossing: North Culvert #1 - 100 yr Storm
Headwater Elevation
(ft)
Total Discharge (cfs)
North Culvert #1-100
yr Storm Discharge
(cfs)
Roadway Discharge
(cfs)
Iterations
62486
55650
55650
000
1
62486
55650
556.50
000
1
62486
55650
556.50
000
1
62486
55650
556.50
0.00
1
62486
55650
55650
000
1
62486
55650
55650
000
1
62486
55650
55650
000
1
62486
55650
556.50
000
1
62486
55650
55650
000
1
62486
55650
55650
000
1
62486
55650
55650
000
1
64300
90789
90789
000
Overtopping

Table 8 - Culvert Summary Table: North Culvert #1-100 yr Storm
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (fl)
Critical
Depth (ft)
Outlet Depth
(ft)
Tadwater
Depth (ft)
Outlet
Velocity
(ft/s)
Tailwaler
Velocity
(ft/s)
55650
55650
62486
7 603
15 659
7-M2c
6 000
5 403
5 403
2 681
16 676
5 439
55650
55650
62486
7 603
15 659
7-M2c
6 000
5 403
5 403
2 681
16 676
5 439
55650
55650
1 62486
7 603 1
15 659
7-M2c
6 000
1 5 403
5 403 1
2 681
16 676
5 439
55650
55650
62486
7 603
15 659
7-M2c
6 000
5 403
5 403
2 681
16 676
5 439
55650
55650
62486
7 603
15 659
7-M2c
6 000
5 403
5 403
2 681
16 676
5 439
55650
55650
62486
7 603
15 659
7-M2c
6 000
5 403
5 403
2 681
16 676
5 439
55650
55650
62486
7 603
15 659
7-M2c
6 000
5 403
5 403
2 681
16 676
5 439
55650
55650
62486
7603
15 659
7-M2c
6 000
5 403
5 403
2 681
16 676
5 439
55650
55650
62486
7 603
15 659
1 7-M2c
6 000
5 403
5 403
2 681
16 676
5 439
55650
1 55650
1 62486
1 7 603
156,59
7-M2c
6 000
5 403
5 403
2 681 1
16 676
1 5 439
55650
1 55650
1 62486
1 7 603 1
15 659
7-M2c
6 000
5 403
5 403 1
2 681 1
16 676
1 5 439

Straight Culvert
Inlet Elevation (invert) 609 20 ft, Outlet Elevation (invert) 608 30 ft
Culvert Length 130 00 ft, Culvert Slope 0 0069

Water Surface Profile Plot for Culvert: North Culvert #1-100 yr Storm
Crossing - North Culvert #1 - 100 yr Storm, Design Discharge - 556.5 cfs
Culvert - Forth Culvert 91-100 yr Storm, Culvert Discharge - 556.5 cfs
64(
63:
63(
c
0
62:
cu
w 62(
61,
61(
bmuon tip
Site Data - North Culvert #1-100 yr Storm
Site Data Option, Culvert Invert Data
Inlet Station: 0 00 ft
Inlet Elevation: 608.20 ft
Outlet Station: 130.00 ft
Outlet Elevation: 607.30 ft
Number of Barrels: 1
Culvert Data Summary - North Culvert#1-100 yr Storm
Barrel Shape: Circular
Barrel Diameter: 7.00 ft
Barrel Material: Concrete
Embedment: 12.00 in
Barrel Manning's n: 0.0120 (top and sides)
Manning's n: 0.0350 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None

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< (n
M
M
M
M
M
M
M(D
CD
O
Mmmmmmmmmmmm
C
lY
C
N
N
N
N
N
N
N
N
N
N
N
CD
'O
O
O
O
O
O
O
O
m
0
0
0
0
0
0m
0
0
0
0
0m
0
G
(D
O
Cn
U,pp7
C,p-rl,
(,pA
p
Cn
Un
Un
Ut
C,p-n
C.pn
0
cn
1
1
1
1
1
1
1
1
1
1
1
CD
V
V
V
V
V
V
V
V
V
V
V
�
N
T
O
C
CL
0
0
0
0
0
0
0
0
0
0
0
CD
V
V
V
-I
V
-1
-I
v
V
v
V
z
0
0
0
0
0
0
0
0
0(o
c
C
6
CD
as
a'
Q
w

Tailwater Channel Data - North Culvert #1 - 100 yr Storm
Tailwater Channel Option. Trapezoidal Channel
Bottom Width. 6 00 ft
Side Slope (H.V)- 12 00 (_:1)
Channel Slope 0.0100
Channel Manning's n: 0 0350
Channel Invert Elevation: 608 30 ft
Roadway Data for Crossing: North Culvert #1 - 100 yr Storm
Roadway Profile Shape Constant Roadway Elevation
Crest Length 80 00 ft
Crest Elevation- 643.00 ft
Roadway Surface Paved
Roadway Top Width: 80 00 ft

SOUTH CULVERT #2: ANALYSIS
OF THE 25 -YR STORM

Crossing Discharge Data
Discharge Selection Method. Specify Minimum, Design, and Maximum Flow
Minimum Flow* 377 8 cfs
Design Flow- 377 8 cfs
Maximum Flow. 377.8 cfs

Table 4 - Summary of Culvert Flows at Crossing: South Culvert #2 - 25 yr Storm
Headwater Elevation
(ft)
Total Discharge (cfs)
South Culvert #2-25
yr Storm Discharge
(cfs)
Roadway Discharge
(cfs)
Iterations
620.46
377.80
377.80
0.00
1
62046
377.80
377.80
0.00
1
620.46
377.80
37780
0.00
1
620.46
377.80
37780
0.00
1
62046
377.80
377.80
0.00
1
62046
377.80
377.80
000
1
62046
377.80
377.80
000
1
620.46
377.80
377.80
0.00
1
62046
377.80
377.80
000
1
620.46
377.80
377.80
000
1
62046
377.80
377.80
000
1
64300
1 878.96
878.96
0.00
Overtopping

Table 5 - Culvert Summary Table: South Culvert #2-25 yr Storm
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
Cntical
Depth (ft)
Outlet Depth
(ft)
Tailwater
Depth (ft)
Outlet
Velocity
(fl/s)
Tailwater
Velocity
(ft/s)
37780
37780
62046
5 552
9 656
7-M2c
6 000
4 549
4 549
2 217
12 935
57-57-
75537780
37780
377 80
62046
5 552
9 656
7-M2c
6 000
4 549
4 549
2 217
12 935
5 755
37780
37780
62046
1 5 552
9 656
7-M2c 1
6 000
4 549
4 549
2 217
12 935
5 755
37780
37780
62046
5 552
9 656
7-M2c
6 000
4 549
4 549
2 217
12 935
5 755
37780
37780
62046
5 552
9 656
7-M2c
6 000
4 549
4 549
2 217
12 935
5 755
37780
37780
62046
5 552
9 656
7-M2c
6 000
4 549
4 549
2 217
12 935
5 755
37780
37780
62046
5 552
9 656
7-M2c
6 000
4 549
4 549
2 217
12 935
5 755
37780
37780
62046
5 552
9 656
7-M2c
6 000
4 549
4 549
2 217
12 935
5 755
37780
37780
620 46
555
9 656
7-M2c
6 000
4 549
4 549
2 217
12 935
5 755
37780
37780
62046
55
9 656
7-M2c
6 000
4 549
4 549
2 217
12 935
5 755
37780
37780
62046
5.552
9 656
1 7-M2c
6 000
4 549
1 4 549 1
2 217 1
12 935
5 755

Straight Culvert
Inlet Elevation (invert) 610 80 ft, Outlet Elevation (invert) 610 10 ft
Culvert Length 130 00 ft, Culvert Slope 0 0054

Water Surface Profile Plot for Culvert: South Culvert #2-25 yr Storm
635
630
C:
0
} 625
ID
w
620
6'15
610
Crossing - South Cuh•ert a2 - 25 yr Storm, Design Discharge - 377.8 cfs
Culvert - South Cuh-ert 42-25 }T Storm, Culvert Discharge - 377.8 cfs
0 50 100 150
Staff on (ft)
Site Data - South Culvert #2-25 yr Storm
Site Data Option: Culvert Invert Data
Inlet Station 0.00 ft
Inlet Elevation 609 80 ft
Outlet Station 130.00 ft
Outlet Elevation: 609 10 ft
Number of Barrels: 1
Culvert Data Summary - South Culvert #2-25 yr Storm
Barrel Shape: Circular
Barrel Diameter: 7.00 ft
Barrel Material. Concrete
Embedment: 12 00 in
Barrel Manning's n: 0 0120 (top and sides)
Manning's n: 0 0350 (bottom)
Culvert Type- Straight
Inlet Configuration. Square Edge with Headwall
Inlet Depression* None

v
c -
CD
N
w
w
w
w
w
w
w
w
w
w
w
o
V
V
V
V
V
V
V
V
V
V
V
�I
V
V
V
V
V
V
V
V
V
V
(b
00
Cb
Cb
N
W
Cb
Cb
(b
Cb
Cb
0
0
0
0
0
0
0
0
0
0
0
v
rn
rn
M
CD
0)
CD
0)0
0)
0)G)
mm
1
N
N
N
N
N
N
N
N
N
N
N
C Cn
CJ
CJ
CJ
CJ
W
CJ
W
W
CJ
CJ
W
c
C)
CD
N
N
N
N
N
N
N
N
N
N
N
CD
N
N
N
N
IV
IV
tV
"
tV
N
tV
N
N
N
N
N
N
N
N
N
NCD
N
C
O
Ch
m
M
U1
U1
U7
07
U1
U1
U1
U7
0
V
V
V
V
V
V
V
V
V
V
V
.�
cn
Cn
m
0
CT
Ui
CT
U7
Ut
UI
cn
_
U
cn
N
N
N
N
N
N
N
N
N
N
N
CD
cn
0
c
0
0
0
0
0
0
0
0
0
0
0
CnD
co
co
CD
�o
(o
(D
(D
�o
co
0
m
z
3
tT
m
v
c -
CD
N

Tailwater Channel Data - South Culvert #2 - 25 yr Storm
Tailwater Channel Option Trapezoidal Channel
Bottom Width. 3.00 ft
Side Slope (H -V): 12.00 (_ 1)
Channel Slope: 0 0150
Channel Manning's n: 0.0350
Channel Invert Elevation. 610.10 ft
Roadway Data for Crossing: South Culvert #2 - 25 yr Storm
Roadway Profile Shape. Constant Roadway Elevation
Crest Length. 80 00 ft
Crest Elevation. 643 00 ft
Roadway Surface: Paved
Roadway Top Width* 80 00 ft

SOUTH CULVERT #2: ANALYSIS
OF THE 100 -YR STORM

Crossing Discharge Data
Discharge Selection Method. Specify Minimum, Design, and Maximum Flow
Minimum Flow: 593 3 cfs
Design Flow- 593 3 cfs
Maximum Flow 593.3 cfs

Table 10 -Summary of Culvert Flows at Crossing: South Culvert #2 - 100 yr Storm
Headwater Elevation
(ft)
Total Discharge (cfs)
South Culvert #2-100
yr Storm Discharge
(cfs)
Roadway Discharge
(cfs)
Iterations
628 18
59330
593.30
000
1
628 18
59330
59330
000
1
628 18
59330
59330
000
1
628 18
593.30
59330
0.00
1
62818
593.30
59330
000
1
62818
593.30
59330
000
1
62818
593.30
59330
000
1
62818
593.30
593.30
000
1
62818
593.30
593.30
000
1
628 18
593.30
59330
000
1
62818
59330
593.30
0.00
1
64300
87897
878.97
0.00
Overtopping

Table 11 -Culvert Summary Table: South Culvert #2-100 yr Storm
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
Critical
Depth (ft)
Outlet Depth
(ft)
Tailwater
Depth (ft)
Outlet
Velocity
(ft/s)
Tailwater
Velocity
(ft/s)
59330
59330
62818
8 090
17 375
7-M2c
6 000
5 520
5 520
2 648
17 552
6 443
59330
59330
62818
8 090
17 375
7-M2c
6 000
5 520
5 520
2 648
17 552
6 443
59330
59330
62818
8 090
17 375
7-M2c
6 000
5 520
5 520
2 648
17 552
6 443
59330
59330
62818
8 090
17 375
7-M2c
6 000
5 520
5 520
2 648
17 552
6 443
59330
59330
62818
8 090
17 375
7-M2c
6 000
5 520
5 520
2 648
17 552
6 443
59330
59330
62818
8 090
17 375
7-M2c
6 000
5 520
5 520
2 648
17 552
6 443
59330
59330
62818
8 090
17 375
7-M2c
6 000
5 520
5 520
2 648
17 552
6 443
59330
59330
62818
8 090
17 375
7-M2c
6 000
5 520
5 520
2 648
17 552
6 443
59330
59330
1 62818
8 090
17 375
7-M2c
6 000
5 520
5 520
2 648
17 552
6 443
59330
59330
1 62818
8 090 1
17 375
7-M2c
6 000
5 520
5 520
26,48
17 552
F443
59330
593 30
1 62818
1 8 090 1
17 375
7-M2c
6 000
1 5 520
5 520
2 648
17 552
6 443

Straight Culvert
Inlet Elevation (invert) 610 80 ft, Outlet Elevation (invert) 610 10 ft
Culvert Length 130 00 ft, Culvert Slope. 0 0054

Water Surface Profile Plot for Culvert: South Culvert #2-100 yr Storm
Crossing - South Culvert 42 - 100 yr Storm, Design Discharge - 593.3 cfs
Culvert - South Culvert:92-100 }T Storm Cuh*ert Discharge - 5933 cfs
64(
63!
63(
0
62'
m
w
IQ
61:
61(
5iaiion (n)
Site Data - South Culvert #2-100 yr Storm
Site Data Option- Culvert Invert Data
Inlet Station 0.00 ft
Inlet Elevation- 609.80 ft
Outlet Station, 130 00 ft
Outlet Elevation 609.10 ft
Number of Barrels* 1
Culvert Data Summary - South Culvert #2-100 yr Storm
Barrel Shape- Circular
Barrel Diameter 7 00 ft
Barrel Material: Concrete
Embedment: 12 00 in
Barrel Manning's n- 0.0120 (top and sides)
Manning's n: 0.0350 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None

Table 12 - Downstream Channel Rating Curve (Crossing: South Culvert #2 - 100 yr
Flow (cfs)
Water Surface
Elev (ft)
Depth (ft)
Velocity (fUs)
Shear (pso
Froude Number
59330
612.75
2.65
6.44
2.48
0.97
59330
612.75
265
644
2.48
0.97
59330
61275
265
644
2.48
0.97
593.30
61275
265
6.44
2.48
097
593.30
61275
2.65
644
2.48
097
593.30
61275
265
644
2.48
0.97
593.30
61275
265
6.44
2.48
0.97
593.30
612.75
2.65
6.44
248
0.97
59330
612.75
2.65
6.44
2.48
0.97
59330
612.75
2.65
6.44
2.48
097
593.30
61275
2.65
6.44
2.48
097

Tailwater Channel Data - South Culvert #2 - 100 yr Storm
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 3.00 ft
Side Slope (H V): 12 00 L.1)
Channel Slope: 0.0150
Channel Manning's n: 0.0350
Channel Invert Elevation: 610 10 ft
Roadway Data for Crossing: South Culvert #2 - 100 yr Storm
Roadway Profile Shape- Constant Roadway Elevation
Crest Length 80 00 ft
Crest Elevation, 643.00 ft
Roadway Surface. Paved
Roadway Top Width: 80 00 ft

CULVERT #3: ANALYSIS OF
THE 25 -YR STORM

Crossing Discharge Data
Discharge Selection Method Specify Minimum, Design, and Maximum Flow
Minimum Flow 12.1 cfs
Design Flow: 12.1 cfs
Maximum Flow- 12.1 cfs

Table 13 - Summary of Culvert Flows at Crossing: Culvert #3 - 25 yr Storm
Headwater Elevation
(ft)
Total Discharge (cfs)
Culvert #3-25 yr
Storm Discharge (cfs)
Roadway Discharge
(cfs)
Iterations
67642
12.10
1210
000
1
67642
12.10
12 10
000
1
676.42
12.10
1210
0.00
1
67642
1210
12 10
0.00
1
67642
1210
1210
000
1
67642
1210
1210
000
1
67642
1210
1210
000
1
67642
1210
1210
000
1
67642
12.10
1210
000
1
67642
1210
1210
0.00
1
67642
12.10
12 10
000
1
68400
3034
3034
000
Overtopping

Table 14 - Culvert Summary Table: Culvert #3-25 yr Storm
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
Critical
Depth (ft)
Outlet Depth
(fl)
Tailwater
Depth (ft)
Outlet
Velocity
(ft/s)
Tailwater
Velocity
(ft/s)
1210
1210
67642
2 418
0 0'
5-S2n
0 653
1 318
1 245
0 148
7 542
6 763
1210
1210
67642
2 418
0 0'
5S2n
0 653
1 318
1 245
0 148
7 542
6 763
1210
1 1210
67642
2 418 1
0 0'
5-S2n
0 653
1 318
1 245
0 148
7 542
6 763
1210M1210
42
2 418
0 0'
5-S2n
0 653
1 318
1 245
0 148
7 542
6 763
1210
42
2 418
0 0'
5-S2n
0 653
1 318
1 245
0 148
7 542
6 763
1210
42
2 418
0 0'
5-S2n
0 653
1 318
1 245
0 148
7 542
6 763
1210
L67642
2418
0 0'
5-S2n
0653
1 318
1 245
0148
7542
6763
121042
2418
0 0'
5-S2n
0653
1 318
1 245
0148
7542
6763
1210
42
2 418
0 0'
1 5-S2n
1 0 653
1 318
1 245
0 148
75 2
6 763
12.10
1210
67642
1 2 418
0 0'
1 5-S2n
0 653
1 318
1 245
0 148
7 542
6 763
1210
1 1210
67642
2 41 S
0 0'
1 5-S2n
0 653
1 318
1 245
0 148
7 542
6 763

* Full Flow Headwater elevation is below inlet invert

Straight Culvert
Inlet Elevation (invert) 674 00 ft, Outlet Elevation (invert) 663 00 ft
Culvert Length 165 37 ft, Culvert Slope 0 0667

Water Surface Profile Plot for Culvert: Culvert #3-25 yr Storm
Crossing - Culvert #3 - 25 5'r Storm, Design Discharge - 12.1 cfs
Culvert - Culvert 93-25 w Storm Culvert Discharge - 12.1 cfs
M.
.:1
!Z
4—
c: 67`
0
cu
}
o>
w 67(
66`
z)iauon �u)
Site Data - Culvert #3-25 yr Storm
Site Data Option: Culvert Invert Data
Inlet Station, 0.00 ft
Inlet Elevation- 674.00 ft
Outlet Station: 165.00 ft
Outlet Elevation: 663.00 ft
Number of Barrels. 1
Culvert Data Summary - Culvert #3-25 yr Storm
Barrel Shape: Circular
Barrel Diameter: 1.50 ft
Barrel Material: Concrete
Embedment. 0 00 in
Barrel Manning's n: 0.0120
Culvert Type: Straight
Inlet Configuration Grooved End in Headwall
Inlet Depression: None

Table 15 - Downstream Channel Rating Curve (Crossing: Culvert #3 - 25 yr Storm)
Flow (cfs)
Water Surface
Elev (ft)
Depth (ft)
Velocity (ft/s)
Shear (psf)
Froude Number
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
335
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
015
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
335
12.10
663.15
0.15
676
3.70
3.35

CULVERT ##3: ANALYSIS OF
THE 100 -YR STORM

Tailwater Channel Data - Culvert #3 - 25 yr Storm
Tailwater Channel Option Trapezoidal Channel
Bottom Width. 10.00 ft
Side Slope (H:V): 14.00 L:1)
Channel Slope: 0 4000
Channel Manning's n- 0.0350
Channel Invert Elevation: 663.00 ft
Roadway Data for Crossing: Culvert #3 - 25 yr Storm
Roadway Profile Shape. Constant Roadway Elevation
Crest Length 80.00 ft
Crest Elevation. 684 00 ft
Roadway Surface. Paved
Roadway Top Width 80.00 ft

Crossing Discharge Data
Discharge Selection Method Specify Minimum, Design, and Maximum Flow
Minimum Flow: 18 3 cfs
Design Flow: 18.3 cfs
Maximum Flow 18 3 cfs

Table 16 - Summary of Culvert Flows at Crossing: Culvert #3 - 100 yr Storm
Headwater Elevation
(ft)
Total Discharge (cfs)
Culvert #3-100 yr
Storm Discharge (cfs)
Roadway Discharge
(cfs)
Iterations
67816
1830
1830
000
1
67816
1830
1830
000
1
67816
1830
1830
000
1
678 16
1830
1830
0.00
1
678 16
18.30
1830
0.00
1
67816
1830
1830
0.00
1
67816
18.30
1830
0.00
1
67816
18.30
18.30
0.00
1
678.16
1830
1830
000
1
67816
1830
1830
000
1
678.16
1830
1830
000
1
68400
3034
3034
000
Overtopping

Table 17 - Culvert Summary Table: Culvert #3-100 yr Storm
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (fl)
Flow
Type
Normal
Depth (ft)
Critical
Depth (ft)
Outlet Depth
(ft)
Tailwater
Depth (ft)
Outlet
Velocity
(ft/s)
Tadwater
Velocity
(fl/s)
1830
1830
67816
4 159
0 0'
5-S2n
0 834
1 456
1 454
0 187
10 322
7 747
1830
1830
67816
4 159
0 0'
5-S2n
0 834
1 456
1 454
0 187
10 322
7 747
1830
1830
67816
4 159
0 0'
5-S2n
0 834
1 456
1 454
0 187 1
10 322
7 747
1830
1830
67816
4 159
0 0'
5-S2n
0 834
1 456
1 454
0 187
10 322
7 747
1830
1830
67816
4 159
0 0'
5-S2n
0 834
T'456
1 454
0 187
10 322
7 747
1830
1830
67816
4 159
0 0'
5-S2n
0 834
1 456
1 454
0 187
10 322
7 747
1830
1830
67816
4 159
0 0'
5S2n
0 834
1 456
1 454
0 187
10 322
7 747
1830
1830
67816
4 159
0 0'
5-S2n
0 834
1 456
1 454
0 187
10 322
7 747
1830
1830
67816
4 159
0 0'
5S2n
0 834
1 456
1 454
0 187
10 322
1 7 747
1830
1830
67816
4 159 1
00-
5-S2n
0 834
1 456
1.454
0 187
10 322
7 747
1830
1830
67816
4 159
0 0'
5-S2n
0 834
1 456
1 454
0 187
10 322
7 747

Straight Culvert
Inlet Elevation (invert) 674 00 ft, Outlet Elevation (invert) 663 00 ft
Culvert Length 165 37 ft, Culvert Slope 0 0667

Water Surface Profile Plot for Culvert: Culvert #3-100 yr Storm
Crossing - Culvert #3 - 100 yr Stolen, Design Discharge - 18.3 cfs
Culvert - Cuh=ert 43-100 �T Storm Cuh-ert Discharge - 183 cfs
68E
671,
0
a>
uLI 67(
661,
-JU V JV IVU I JU -,UU
Station (ft)
Site Data - Culvert #3-100 yr Storm
Site Data Option: Culvert Invert Data
Inlet Station. 0.00 ft
Inlet Elevation 674.00 ft
Outlet Station: 165 00 ft
Outlet Elevation 663 00 ft
Number of Barrels. 1
Culvert Data Summary - Culvert #3-100 yr Storm
Barrel Shape: Circular
Barrel Diameter: 1 50 ft
Barrel Material. Concrete
Embedment: 0 00 in
Barrel Manning's n: 0 0120
CulvertType: Straight
Inlet Configuration: Grooved End in Headwall
Inlet Depression: None

Table 18 - Downstream Channel Rating Curve (Crossing: Culvert #3 -100 yr Storm)
Flow (cfs)
Water Surface
Elev (ft)
Depth (ft)
Velocity (ft/s)
Shear (psf)
Froude Number
18.30
663.19
019
775
4.67
3.47
18.30
663.19
019
775
467
3.47
1830
66319
019
775
467
3.47
18.30
663.19
0.19
7.75
467
3.47
18.30
66319
0.19
7.75
467
3.47
1830
663.19
0.19
7.75
4.67
3.47
1830
66319
0.19
7.75
4.67
347
1830
663.19
0.19
7.75
4.67
3.47
1830
663.19
0.19
775
4.67
347
1830
663.19
0.19
775
4.67
347
18.30
66319
019
7.75
4.67
3.47

Tailwater Channel Data - Culvert #3 - 100 yr Storm
Tailwater Channel Option Trapezoidal Channel
Bottom Width: 10 00 ft
Side Slope (H:V): 14.00 (_ 1)
Channel Slope- 0 4000
Channel Manning's n. 0.0350
Channel Invert Elevation- 663.00 ft
Roadway Data for Crossing: Culvert #3 - 100 yr Storm
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 80.00 ft
Crest Elevation. 684.00 ft
Roadway Surface: Paved
Roadway Top Width- 80.00 ft