20131200 Ver 5_Stormwater Calculations_20170818

STORMWATER CALCULATIONS
TRYON EQULSTRIAN PROPERTIES, LLC
Polk County, North Carolina
August 15, 2017
Odom
Engineering
PLL
NC FIRM# R-0880
169 Oak Street
Forest City, N.C. 28043
628-247-4495

Summary...............................................................................
.................................................................>.,..............,........................
1
US65 Map..........................................................
..... ........................................
2
BMP Calculations Summary..................................................................
Stablehouse Inn Site Drainage Areas............................................................
3
7
Stablehouse Inn Site Drainage Area Map ...............................
.........................................................................................................
StablehouseInn North.......................................................................
............................................................
9
Stablehouse Inn North Calculations
.......................................
StablehouseInn South
...................................................................................................... ...
17
Stablehouse Inn South Calculations
.................................................................
18
StablehouseInn East.............................................................................
StablehouseInn East Calculations
.................................................................................. ................................, ....... ......................
..
26
Covered Arena ..................................
28
Covered Arena Calculations
.....................................................................................................................................................
29
VillageWest ........................................................................................................................................................................................
.......,.............................,........................................................................
36
Village West Calculations...............
.......................----..............................................................................................
Village East Drainage Areas..............................................................
37
.
44
Village East North................................
.....................................,....,.........................................,...........,.................
......................................................................................................................
Village East North Calculations
45
................................................................ .................46
VillageEast South.....................................................................................................
...
53
VillageEast South Calculations....................................................................................................................
......................
54
VillageEast Middle.....................................................................................................
.........
61
Village East Middle Calculations
....................................................................................... .................
Salamander Drainage Areas......................................................................
62
.......,...,...........................,.......................,......................
68
Salamander North..................
......................................................................................••,...............................................................
69
SalamanderNorth Calculations
.................................................................................................. .................
70
SalamanderSouth
........................................................................... .................
SalamanderSouth Calculations
77
........................................................................................................ ..........
....................................
O & M Agreement
78

SUMMARY
The purpose of the enclosed calculations is to determine the necessity of a detention system for each drainage area located at the
Tryon International Equestrian Center by examining the pre -construction and post -construction runoff velocity. A BMP is required
for any drainage areas where the post -construction velocity exceeds that of pre -construction. Each required BMP has been designed
to discharge stormwater flow at a rate equal to or less than the pre -construction velocity for that drainage area.
The following drainage areas have been identified for the enclosed calculations and BMP determinations:
1. Stablehouse Inn
• Stablehouse Inn North
• Stablehouse Inn South
• Stablehouse Inn East
2. Covered Arena
3. Village West
4. Village East
■ Village East North
■ Village East Middle
■ Village East South
S. Salamander North
6. Salamander South **
* Stablehouse Inn East is the only drainage area that does not require detention. Based on the enclosed calculations, the post -
construction runoff velocity is less than the pre -construction runoff velocity.
** A wet detention pond is proposed for Salamander South to replace a prior approved wet detention pond being removed.
The calculations included with this report determined that the following BMPs will be required:
1. Wet Detention Pond
2. Dry Detention Pond (2)
3. ADS Stormtech Pipe System

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Hydrograph 25 -yr Summary
Hydrology Studio v 2.0.0.48
Project Name:
08-16-2017
Hyd.
No.
Hydrograph
Type
Hydrograph
Name
Peak
Flow
(cfs)
Time to
Peak
(hrs)
Hydrograph
Volume
(cuft)
Inflow
Hyd(s)
Maximum
Elevation
(ft)
Maximum
Storage
(cult)
1
Rational
Village E Pre North
14.70
0.08
4,411
----
2
Rational
Village E post north
38.84
0.08
11,653
----
3
Rational
Village E post south
38.62
0.08
11,587
---
4
Pond Route
Village E storage N
13.00
0.17
11,646
2
103.09
6,676
5
Pond Route
Village E Storage S
12.81
0.17
11,561
3
103.03
7,001
6
Rational
Village EPost Middle
30.41
0.08
9,122
----
7
Pond Route
VillageE Storage Mld
6.147
0.17
9,115
6
103.60
6,814
8
Rational
Village E Pre South
17.54
0.08
5,263
----
9
Rational
Village W Pre
39.51
0.08
11,853
----
10
Rational
Village W Post
58.48
0.08
17,543
----
11
Pond Route
Village W Storage
12.67
0.17
17,510
10
103.44
12,959
12
Rational
Salamander N Pre
15.13
0.08
4,539
----
13
Rational
Salamander N Post
48.94
0.08
14,682
----
14
Rational
Stablehouse N pre
13.45
0.08
4,036
----
is
Rational
Stablehouse S Pre
7.871
0.08
2,361
----
16
Rational
Stablehouse E Pre
6.377
0.08
1,913
----
17
Rational
Stablehouse N Post
33.48
0.08
10,045
----
18
Rational
Stablehouse S Post
9.566
0.08
2,870
----
19
Rational
Stablehouse E Post
5.912
0,08
1,773
----
20
Pond Route
Salamander N Storage
7.117
0.17
14,674
13
872.27
12,223
21
Pond Route
Stablhouse N Storage
5.745
0.17
10,039
17
905.61
7,910
22
Pond Route
Stablehouse S Storag
7.252
0.08
3,204
18
102.41
347
23
Rational
Salamander S Pre
6.782
0.08
2,035
----
24
Rational
Salamander S Post
29.53
0.08
8,859
----
25
Pond Route
Salamander S Storage
0.085
0.17
8,763
24
906.74
8,829
26
Rational
Covered Arena Pre
101.0
0.08
30,315
----
27
Rational
Covered Arena Post
162.1
0.08
48,630
----
28
Pond Route
Covered Arena Storag
61.79
0.17
48,624
27
105,84
26,014

OF Report
(infi'lr)
Tc
`:-yr
IN filename:7RYQN.idf
lorology 5rudic v 2.0.4.48
bO-yr
(min)
1.00
1.00
1.00
08.16-2017
Equation
0
7.47
Intensity = S! (Tc + D),, (inMr)
0
2 yr
3 -yr
Coefficietr#s 1 -yr
3 -yr
3 -yr
6 -YF 10 -yr
2&yr
50 -yr
100 -yr
8 50,4258
72.3721
n1000
0-00DO 71-33M
65.&673
0.40130
63.21 Bi
D 12.50{30
13.1 ODD
0 00DO
U•0000 12.1 DOC
14.8000
0.DD00
9.6000
E 0.8853
0,8838
0.0000
0.0000 0,7948
0.7378
4.0000
4.5622
WrWrnum 7� = 5nviwres
(infi'lr)
Tc
`:-yr
10 -yr
26 -yr
bO-yr
(min)
1.00
1.00
1.00
1.13D
1 -OD
0
7.47
1 -yr
0
2 yr
3 -yr
Cf
6.99
1-60
8.28
1.00
1.00
5
4
4.72
0
5.5D
0
10
6-30
3,78
4.04
4.51
0
16
4
3.16
4.25
3.79
0
20
3.34
2.73
6
3.28
0
25
3-E2
2.40
4.47
2.90
0
30
0
2.15
D
2,60
0
35
3.96
1.95
2.52
2.36
4
40
8
1.78
2.83
2.16
0
45
1.65
2.00
0
60
1.53
1.86
0
66
1.43
1.74
0
s0
1,34
1,03
4
Gf r CdrfEti.h'bn FjPUw v0rad to Ro t=&( MB1fJ�[Y rLratlffa49fip97Ji.
I
i
I j I
9-
4-
2 2
1
0
5
10 15
20
Intensity Values
(infi'lr)
`:-yr
10 -yr
26 -yr
bO-yr
100 -yr
1.00
1.00
1.00
1.13D
1 -OD
0
7.47
8.56
0
10.46
.0
8.09
6.99
0
8.28
0
5.18
B96
4
7-12
0
4.53
5.23
0
6-30
0
4.04
4.68
0
5-68
4
3,05
4.25
0
5.18
9
3.34
3.90
6
4.80
4
3.08
3-E2
0
4.47
d
2.66
3.37
0
4.19
D
2.68
3.17
0
3.96
0
2.52
2. GG
0
3,75
8
2.38
2.83
0
3.57
Tryon OF Curves
25 3I) 35 40 45 50 55 61)
time (min)
- 100yr
25yr
-- 10yr
2yr
lyr

Precipitation
Report
Precipitation filenamepolkpcp
Hydrology Studio v 2.0.0.48
08-16-2017
Active 1 -yr 2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr ..
100 -yr
Active
NRCS/SCS Storms
> SCS Dimensionless Storms
SCS 6hr
1.20 1.50
0
1.86
2.18
2.64
3.01
3.41
Type 1, 24 -hr
0 0
0
0
0
0
0
0
Type 1A, 24 -hr
0 0
0
0
0
0
0
0
Type 11, 24 -hr
2.62 3.17
0
4.00
4.66
5.56
6.28
7.02
Type II FL, 24 -hr
0 0
0
0
0
0
0
0
Type III, 24 -hr
0 0
0
0
0
0
0
0
Synthetic Storms
> IDF-Based Synthetic Storms
1 -hr
1.34 1.63
0
0
2.38
2.83
0
3.57
2 -hr
1.57 1.92
0
0
2.94
3.60
0
4.73
3 -hr
1.69 2.07
0
0
3.28
4.09
0
5.51
6 -hr
1.89 2.32
0
0
3.87
5.00
0
7.08
12 -hr
2.08 2.55
0
0
4.53
6.07
0
9.03
24 hr
V 2.26 2.79
0
0
5.25
7.32
0
11.46
Huff Distribution
> 1st Quartile (0 to 6 hrs)
1 -hr
0.76 0.98
0
1.33
1.61
2.01
2.34
2.69
2 -hr
0.89 1.14
0
1.50
1.80
2.24
2.60
2.99
3 -hr
0.98 1.24
0
1.59
1.90
2.33
2.68
3.07
6 -hr
1.20 1.50
0
1.86
2.18
2.64
3.01
3.41
Huff Distribution
> 2nd Quartile (>6 to 12 hrs)
8 -hr
0 0
0
0
0
0
0
0
12 -hr
0 0
0
0
0
0
0
0
Huff Distribution
> 3rd Quartile (>12 to 24 hrs)
18 -hr
0 0
0
0
0
0
0
0
24 -hr
0 0
0
0
0
0
0
i
0
Custom Storms
5fi
> Custom Storm Distributions
i
` `My Custom Storm 1
p:
0 0
0
0
0
p
0
0
My Custom Storm 2
0 0
0
0
0
0
0
0
My Custom Storm 3
0 0
0
0
0
0
0
0 t
My Custom Storm 4
0 0
0
0
0
0
0
0
iMy Custom Storm.
0 0
0
0
0
0
0
p {
i
rr
My Custom Stortn &
0 0
0
0
0
0
0
0
My Custom Storm 7
0 0
0
0
0
0
0
0
My Custom Storm 8
0 0
0
0
0
0
0
0
My Custom Storm 9
0 0
0
0
0
0
0
0
My Custom Storm, 10
0 0
0
0
0
0
0
0
Gn

STABEENOUSE INN SITE DRAINAGE AREAS
The pre -development Stablehouse Inn site drainage area is divided into three areas: North, South, and East. Stablehouse Inn North
and South drainage areas are a result of an existing hill causing water in flow in both directions. Calculations were derived using
Hydrology Studio software for all three drainage areas.
Stablehouse Inn North discharges to an existing Swale located northwest of the Stablehouse Inn site. Stablehouse Inn South flows to
an existing 24" culvert under John Shehan Road and follows the roadside ditch along Moore Road until discharging to White Oak
Creek. The Stablehouse Inn East collects water discharged by an existing culvert that crosses under Hwy 74.

,Sol
w w
%.
40 4f
LL
PRO
'4. .01
Ncy
10
li
X -M
442
7i� T A M I"
STABLEHO
EAST DIS4
T4
STABLLHOUSE SOUTH RUNOFF To'
WHITE OAK CREEK GREEN RIVER
e't
ea
Af,
er,
.-- - - -------- . . ...... ..
New Zion CM

STABLEHOUSE INN NORTH:
The pre -construction runoff, post -construction runoff, and BMP discharge rates for Stablehouse Inn North are as follows:
Pre: 13.45 cfs
Post: 33.48 cfs
BMP outlet flow: 5.75 cfs
The Runoff Coefficient was calculated for the abovementioned drainage area and is shown on the Stablehouse Inn North
hydrograph.
Post -construction runoff values for Stablehouse Inn North are greater than the pre -construction values, therefore, itwas determined
that a detention system is required. Stablehouse Inn North runoff results have changed due to modifications in the design. This area
is now accepting additional flows from the Stablehouse Inn South area. The post -construction runoff values for the Stable North
were routed through a detention system scenario within the Hydrology Studio software. The scenario was set up asa detention
pond that is 8 ft. deep with dimension of 100'x50' and utilizes a 3' x 3' riser basin with a trash rack and 12" orifice discharging
through a 24" pipe.

Hydrograph Report
Hydrology Studio v 240,48
tablehouse N pare
Hydrograph Type
= Rational
Storm Frequency
- 25 -yr
Time interval
r 5 min
Drainage Area
= 2,62 ac
Tc Method
= user
IDF Curve
= TRYON,idf
Freq, Corr. Factor
= 1.00
Composite C Worksheet
AREA�ac) C DESCRIPTION
0.s0 u.95 A9phak
0.44 0 a0 84crniq Roof
1.19 0.20 Grass
2AZ 8.60 VVai0teaAvarape
Cf
Project Name:
M-16-201}
Hyd. No. 14
Peals NOW
= 13.45 cls
Time to Peak
= 0.08 hrs
Runoff VoJome
= 4,038 tuft
Runoff Coeff.
= 0.6*
Time of Conc. (Tc)
_ 5.0 min
Intensity
- 8.5578 In/hr
Asc/Rec Limb Factors = ill
QP = 13.45 ofs
Time {min}
I Il

H drop raph Report
Hydrology Studio v x,0.0.48
Stablehouse N Post
Hydrogmph Type = Rational
Storm Ffequency - 25 -yr
Time Interval = 5 min
Drainage Area = 5.36 ac
Tc Method = User
IDF Curve = TRYON.idt
Freq, Corr. Factor = 1.00
Carnposite C Worksheet
AREAtec) C ❑ESCROPTrON
2.a2 0.95 A.spha9
1.06 0.94 Builoiv Roof
1.4B Q.20 Grass
5,36 C73 LVBighroeAwAftUA
38
36
34
32
30
28
26
24
22
20
a' 18
16
14
12
10
8
6
4
2
0
V
Project N3rne:
f)5.1b�ZOW
Hyd. No. 17
Peak Flow
- 33,48 cfs
Time to Peak
= 0.08 hrs
Runoff Volume
= 10,045 cuft
Runoff Coefi.
= 0.73*
Tare of Conc. (7c)
= 5.0 min
Intensity
5.5576 in/hr
ASORec Limb Factors
111
[!p c 33.48 efs
1 2 3 4 5 6 7 6 9 10
Time (min)

Hydrograph Report
Hydrology Studio v ?,D.OAS
tablbouse N Storage
Hydrograph Type
- Pond Route
Storm Frequency
= 25 -yr
Time Interval
= 5 min
iriftw Hydrograph
= 17 - Stablehouse N Past
Pond Name
= Stablehouse N Storage
Pard RMIMP by Storage Indreabon McMod
38
M)
34
32
30
28
26
24
22
20
� 7$
16
14
12
10
8
6
4
2
Qp 5.75 cfs
I
1
I
Project Name;
68-16-2017
Hyd. No. 21
Peak Flow
= 5,745 cfs
Time to peak
= 0.1�hrs
Hydrugfaph Volume
= 10,039 cuff
Max. Elevation
= 905.61 ft
Max. Storage
= 7,910 tuft
Center*} mass detention time = 17 min
0 10 20 30 40 50 60 70 80 90
Yim,o (min)
- Req`d Star Stablehouse N Rost — Stablhouw N Storage
100 110 120 130

Pond Deport
Hyrirolagy Studio v 2.0.6.4$
Stahlehouse N Storage
908
907
gas
w
904
403
402
u
User Defined Contours
Description
Input
Sottorn Elevatlon, ft
902,E
Voids (%)
100,00
Volume Calc
Conic
Prnjerr Namp,
08.16-2017
Stage -Storage
Stage f Storage Table
Stage
Ott}
Elevation
lftj
ContburAma
{sgit�
incr. Storage
(tuft)
Total Storage
(cuit)
9.00
9�-OQ
t,b36
x.401}
d-800
1,00
904.dd
2,000
1.763
1.763
2.06
944.40
2.496
2.243
4,006
3.00
905.00
3.024
2,756
6,781
4,00
9N.DO
3.583
3.799
16.001
5,40
907.00
4,768
3471
13,932
6.04
908.44
4,779
4,470
18.402
Stage -Storage
zulxO 4000 5000 8000 1Q0g4 12000 14000 16000 1 M
Total Storage (cutt)
-- Cantoors • Top of Pond
14

Pond Report
Hydrology Studio v 2.0048
Stablehouse N Storage
Culvert 1 Orifices
Rise„ in
Span, in
No Barrels
Invert Elevation, it
Orifice Cneft-eient, Co
Length, ft
Barrel Slope, %
N -Value, n
Weirs
Shape /Type
Crest Elevntion, ft
Crest Length, ft
Angle, deg
Weir Coefficient, Cw
'Rouros YrFq t? GunmF2.
Culvert
24
24
1
902
.6
36
16.6
0.013
Riser
Box
906
12
Project Name:
M-16.1417
Stage -Discharge
Orifices
Orifice Plate
1` a �
12
Orifice Hise,in
12
Orifice Span.irt
1
No. Orrhmi
902.01
Invert Qlevat9on, ft
.6
Height, ft
Orifice Coufflaent, Co
Weirs
1 2 3
Cipoletfi Rectangular Reclangular
907 910
10 16
3.3 3.3 3.3
Stacie-Disichar e
Ancillary
Exfiltration. !Or
Tailwater Elevation, 4
U IG 15 20 25 30 35 40 45 50 55 60 65
pischarge (cfs)
Top of Pond Culvert — Riser — Orifice Cipin IPtti Total Q
4A
m
`Aj

Hydrology Studio v 2.0.0.48
Stablehouse N Storage
Project Name:
08-16-2017
Stage -Storage -Discharge Summary
Stage
(ft)
Elev.
(ft)
Storage
(cuft)
Culvert
(cfs)
Orifices, cfs
Riser
(cfs)
Weirs, cfs
Pf Riser
(cfs)
(c
(cfs}
(cfs)
User
{cfs)
Total
{cfs)
1
2
3
1
2
3
0.00
902.00
0.000
0.00
0.00
0.00
0.00
0.00
0.00
1.00
903.00
1,763
2.300 is
2.300
0.00
0.00
0.00
2.300
2.00
904.00
4,006
4.053 is
4.052
0.00
0.00
0.00
4.052
3.00
905.00
6,761
5.348 is
5.348
0.00
0.00
0.00
5.348
4.00
906.00
10,061
6.531 is
6.428
0.00
0.00
0.00
6.428
5.00
907.00
13,932
29.21 is
1_970
27.23s
0.00
0.00
29.20
6.00
908.00
18,402
33.63 is
0.887
32.74 s
33.00
0.00
66.63
ourux Key: !c = infer conrrol, oc = outlet control, s = Submerged weir

Pond Report
ilydro[Qgy Stadia v 2-0.0.48
Stablehouse N Storage
Stage (ft)
Prq*t Name:
08-i6-2017
Pond Drawdown
I

STABLEHOUSL INN SOUTH:
The pre -construction runoff, post -construction runoff, and BMP rates for Stablehouse Inn South are as follows:
Pre: 7.87 cfs
Post: 9.57 cfs
BMP outlet flow: 7.25 cfs
The Runoff Coefficient was calculated for the abovementioned runoff area and is shown on the Stablehouse Inn South hydrograph.
Post -construction runoff values for Stablehouse Inn South are greater than the pre -construction values, therefore, it was determined
that a detention system is required. Stablehouse Inn South runoff results have changed due to modifications in the design. Most of
the runoff from Stablehouse Inn South now flows to the Stablehouse Inn North drainage area. The post -construction runoff values
for the Stablehouse Inn South were routed through a detention system scenario within the Hydrology Studio software. The scenario
was set up using a 2' x 30' underground piping detention system using a 24" header and 24" pipe.
i wl

Hydregraph Deport
fydr41o9Y 5tt4o w 2.0.0.48
Stablehoue S Pre
Hydrograph Type = Rational
Storm Frequency = 25 -yr
Time intorvsi
= 5 mire
Drainage Area
= 4.38 ac
Tc Method
= User
OF Curve
= TRYON.idf
Freq. Carr. Factor
71,00
Cbmposiie C Warksheet
= 8.5576 in/hr
AREp(wQ C DESCRIPTION
4.Oa 0,95 A9pnsn
4.3 8.38 Grass
4.39 a2i Wek, Ndkverape
Qp`7.87ds
n
Project Name:
08.15.2017
Hyd. No, 15
Peak Flow
= 7.871 cfs
T1me to Peak
= 0.08 hrs
Runoff Volume
= 2,361 cuff
Runoff Coeff.
= 0.21 *
Time of Conc_ QTc)
= 5.0 min
Intensity
= 8.5576 in/hr
AsclRec Limb Tractors
= V1
V
I t i 4 5 6 7
erne (min)
I
Ih

Hydrograph Report
Hydrology Studio 2.10.0.48
Stablehouse S Post
Hydrograph Type = Rational
Storm Frequency = 25 -yr
Time Interval
= 5 gun
arainageArea
= 2.07 ac
Tc Method
- User
OF Curve
= TRYONJdf
Fret{. Carr. Factor
-1.00
Composits C Worksheet
= 50 min
AREA(aa) C DESCRIPTION
0.$4 0.95 ASOOIC
Asc/Rec Limb Factors
Ma 0.20 Grass
2.07 054 WOigMed
Average
S
7
6
C1
5
4
3
1
0
c
Project Name:
08-16-W7
QP = 9.57 cfs
3 4 5 5 7 8 9 10
Time (min)
Hyd. No. 18
Peak Flew
= 9.556 cfS
Time to Peak
= C.08 hrs
Runoff Volume
= 2,870 cuff
Runoff Coeff.
=
Time of Conc. (Tc)
= 50 min
Intensity
= 8.5576 in/hr
Asc/Rec Limb Factors
= 111
QP = 9.57 cfs
3 4 5 5 7 8 9 10
Time (min)

Hydrograph Report
Hydrology.SWC a v 2.0.0A8
Stablehouse S Storag
Hydrugraph Type m Pond Route
Storm Frequency 25 -yr
Time Interval = 5 mire
Inflow Hydrograph = 18 - Stablehouse S Past
Pond Mame = Stablehouse S storage
Pond RnOng by ,Storage tndicabw Method
11
10
9
E
7
6
u
Cy
5
4
3
2
1
QP = 7.25 cfs
Project Ptame'
08-16-2017
Hyd. No. 22
Peak Flow = 7.252 cis
Time to Peak = 4,08 hrs
Hydrograph Volume = 3,284 tuft
Max. Elevation = 102.41 ft
Max. Storage = 347 cuft
Center 01 mass [6erWm time = 2 rmn
0 1 2 3 4 5 6 7 a 9 10 11 12 13 14 15
Time (min)
Req'd Stor Stablehouse 5 Post ^ 5tabIchcuse S S#arag
n

Pond Report
Hydrology Studio v 2 0_n_o
5tablebouse S storage
Underground Chambers
Description
Input
Invert Elev down, it
100,00
Chamber Rise, ft
24,00
Chernber Shape
Circular
Chamber Span. ft
24.00
Barrel Length, ft
30.00
No Berrels
1
Barrel Slope, %
0.25
Headers, yln
No
Stone Enaasemem, ylrl
No
Encasement Bottartl Elevation, ft
OM
Encasemenl Width per Chamber, ft
().Co
1.294
i
Encasement Depth. $
1 0,00
Encasement Voids, %
40.00
Project Name;
08-16-2017
Stage -Storage
Stage f Storage Table
stage
ttl}
Flevatton
A
CnntaurArea
(50)
ln4:r- storage
�auftj
Total Storage
{coif)
0.00
100.100
rola
0,o�a
o.a0o
1.24
101.20
nla
244
244
2.41
102.41
wa
450
a94
3,61
143.61
nil
570
1.294
4.82
104.82
nla
656
1,921
6.02
1 D5,02
nla
723
2,643
7.22
167-22
rva
773
3.416
$_43
108.43
n!a
812
4,229
9.63
109.63
nla
838
5,067
115-0
110-83
nla
857
5,823
1 Z.44
112.04
ala
866
6389
13.24
113.24
nra
8613
7,555
14.45
114,45
nra
856
B1511
15.55
115.65
nig
838
9,349
16.85
116,85
nta
813
10,162
98.06
118.6
nla
773
10,934
19.26
119.26
Fla
722
11.557
20.46
120.46
nfa
665
12,312
21.67
121.87
nra
570
12.862
22-87
122.87
Ne
454
13.332
2.4.08
124.08
nla
243
19,574
Mage -Storage
1
1
U iuuu 2uu9 z3UUU 40aa 5940 6000 70OU 8000 90
Total Storage (tuft)
- UG Chambers ---- Tap of Pond
24
22
20
is
16
14
12
10
8
4
2
0
00 10000 11000 12400 13040 14040

Pond Deport
Hydrology Studio v 2.0.0.48
Stablehouse S storage
Project Name
4B -TG -2017
Stage -Discharge
Culvert 1 Orifices culvert
Orifices
Perforated Riser
1 2 3
Rise, in
18
Peri. Rise, n
Span, in
18
Peri. Span, n
No- Barrels
t
No. Perforations
Invert Elevation, ft
100.01
Invert Elevation fl
Orifice C❑etLlebent, Ga
Height,tt
Length. It
Orifice Coefficient, Ca
Barrel Slope, %
N -Value, n 4.400
Weirs Riser"
Weirs
Ancillary
1 2 3
Shape { Type
Exfiiltfatlorl, 10r
Crest Elevation, ft
Tapwater Elevation, fl
Crest Length, I
Angle, deg
Weir Coefficient, C
'routesb)r Luh CWvcft.
Stage -Discharge
124 - 24
22
20
118-
18„...—
116 ...... —•- m.. i v 16
11q -: -- - — - ' -- ---
14 Ln
12 rp
110.-.._
— — - 10 .s
100 - -- -• - —� _. f I
1067
4
102
2
1w 0
0 2 4 6 5 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42
discharge (ds)
— Tap of Pond —Orifice Total Q

Hydrology Studio v 2..0.0.48
Stablehouse S storage
Project Name:
08-16-2017
Stage -Storage -Discharge Summary
Stage
(ft)
Elev.
(ft)
Storage
(cuft)
Culvert
(cfs)
Orifices, cfs
Riser
(cfs)
Weirs, cfs
Pf Riser
(cfs)
Exfil
(cfs)
User
(cfs)
Total
(cfs)
1
2
3
1
2
3
0.00
100.00
0.000
0.00
0.00
1.20
101.20
244
5.614
5.614
2.41
102.41
694
10.92
10.92
3.61
103.61
1,264
14.37
14.37
4.82
104.82
1,921
17.13
17.13
6.02
106.02
2,643
19.51
19.51
7.22
107.22
3,416
21.63
21.63
8.43
108.43
4,229
23.56
23.56
9.63
109.63
5,067
25.34
25.34
10.83
110.83
5,923
27.00
27.00
12.04
112.04
6,789
28.57
28.57
13.24
113.24
7,655
30.06
30.06
14.45
114.45
8,511
31.47
31.47
15.65
115.65
9,349
32.83
32.83
16.85
116.85
10,162
34.13
34.13
18.06
118.06
10,934
35.38
35.38
1926
119.26
11,657
36.59
36.59
20.46
120.46
12,312
37.76
37.76
21.67
121.67
12,882
38.90
38.90
22.87
122.87
13,332
40.01
40.01
24.08
124.08
13,574
41.08
41.08
Suffix key. is = inlet control, oc - outlet control, s = submerged weir

Pond Report
Hydrology Studio u 2.0.0.48
Stablehouse S storage
Project Name.
08�t6.2017
Pond Drawdown

STABLEHOUSE INN EAST:
The pre -construction and post -construction runoff rates for Stablehouse Inn East are as follows:
Pre: 6.38 cfs
Post: 5.91 cfs
The Runoff Coefficient was calculated for the abovementioned runoff area and is shown on the Stablehouse Inn East hydrograph.
Post -construction runoff values for Stablehouse Inn East are less than the pre -construction values, therefore, it was determined that
a detention system is not required.

H drograph Report
Hydroingy Studio v Z,O.U.48
tablehouse E Pre
Project Name:
Q6-16-2037
Hyd. No. 16
Hydropraph Type
Rational
Peak Flow
= 6.377 cfs
Storm Frequency
= 25 -yr
Time to Peak
= 0.48 hrs
Time Interval
= 5 min
Runoff Volume
= 1,913 cuff
Drainage Area
= 3.24 ac
Runoff Coeff.
= 023*
Te Method
= User
Time of Conc. (Tc)
= 5-0 min
EDF Curve
= TRYON,Idf
Intensity
= 8.5576 inthr
Freq. Corr. Factor
= 1. DO
AscNec Limb Factors
= III
Composite C Warksheet
AREA(ac) C OESCRIPTjpN
0.15 Q95 Asphed
3.1 0.20 Grass
3.24 0.23 Wei"dAvarage
6
5
d
N
4
CY
K
1
QP = 6.38 cfs
U
1 2 3 4 S 6 7 8 1D
Tame (min)

Hydrograph Report
Hydrology Studio v 2.0.0.46
Stahlehousc E Post
Hydrograph Type = Rational
Storm Frequency = 25 -yr
Time Interval
= 6 min
Drainage Area
= 3.14 ac
Tc Method
= User
1DF Curve
= TRYON.idf
Freq. Carr. Factor
= 1.00
Composite C Worksheet
= 8.5576 inlhr
AREA(ac) C DESCRIPTION
U. t 0.95 Asphah
&D4 4.20 Grass
5A4 6.22 45fai"cl!Average
7 = 5,97 &Z
Project Name.-
013-115-2017
ame.
4a-T15-2017
Hyd. Na. 19
Peak Flow
= 5.912 cfs
Tune to Peak
= 0,D8 hrs
Runoff Volume
= 1,773 cult
Runoff Cceff.
= 0.22*
Time of Conic. (Tc)
= �.O min
Intensity
= 8.5576 inlhr
AWRec Limb Factors
= 111
U 3 4 5 6 7 $ 9 1p
Time (min)

COVERED ARENA
The pre -construction runoff, post -construction runoff, and BMP discharge rates for the Covered Arena are as follows:
Pre: 101.0 cfs
Post: 162.1 cfs
BMP outlet flow: 33.02 cfs
The Runoff Coefficient was calculated for the abovementioned drainage area and is shown on the Covered Arena hydrograph.
Post -construction runoff values for the Covered Arena are greater than the pre -construction values, therefore, it was determined
that a detention system is required. The post -construction runoff values for the Stablehouse Inn South were routedthrough a
detention system scenario within the Hydrology Studio software. The scenario was set up using a 112' x 48' underground piping
detention system using 8 rows of 100 linear feet 6' diameter pipe with a 6' header and a 36" orifice.

Hydrograph Report
Hydrolpgy Studio v 2.4.0.48
Covered Arena Pre
Hydrograph Type = Rational
Storm Frequency 25 -yr
Time Interval
- 5 rein
Drainage Area
= 24.6 ac
Tc Method
= User
IDF Curvs
= TRYONAt
Freq. Corr. Factor
1.00
Cnrr POrdte C waftheet
= 5.0 min
AREA(ac) C DE3GRIPTON
9.9 0.50 Rsphall
Asc[Rec Limb Factors
143 4.20 Grans
24A OAS WelphtedAveraga
1
1
Cr
Project Name,
08-16-2017
QP = 101.05 cfs
V 3 4 5 6 7 8 9 10
Time (min)
I
Hyd. No. 26
Peak Flow
= 101.0 cfs
Time tD Peak
= 08 hrs
Runoff Voluble
= 30,315 cuft
Runoff Coeff_
= 0.48'
Time of Conc. (Tc)
= 5.0 min
Intensity
= 8,5576 in/hi
Asc[Rec Limb Factors
- 1f9
QP = 101.05 cfs
V 3 4 5 6 7 8 9 10
Time (min)
I

H drograph Report
Hyd(adogy Studio v 2.4.0.48
Covered Arena Past
Hydrograph Type = Rational
Storm Frequency = 2t -yr
Time Interval
= 5 min
Drainage Area
= 24.6 ac
Tc Method
= User
IDF Curve
= TRYON.Of
Freq. Carr. Factor
= 1.00
Composite C Worksheet
= 8.5576 in/hr
ARWar) G DM'RrPtr0N
t$.Ba 10 Aapham
5-77 a.20 Gress
24A 0.77 WaWtedAvwrapa
Qp = 162.10 cfs
Project Mame:
48.16.2017
Hyd. No. 27
Peak Flow
= 152.1 ds
Time to Peak
= 0.08 hrs
Runoff Volume
= 48,630 cult
Runoff Coeff.
= 0.77*
Time of Cone. (TQ
= 5.0 min
intensity
= 8.5576 in/hr
Asc/Rec Limb Factors
= IN
U 7 2 3 4 5 6 7 8 4 14
Time (main)

Hydrograph Report
Hydrology Studio v 2.O.OAS
Covered Arena Storag
Hydrograph Type = Pond Route
Storm Frequency = 25 -yr
Time Interval = 5 min
Inflow Hydrograph = 27 - Covered Arena Post
Pond Name = Covered Arena Storage
P-+ d Rorging by S *"0 frrcfx@4cn Method
180
170
160
150
140
1io
120
110
100
90
80
70
50
54
i
10 20
Op = 33.02 Cis
Project Name,
0$-16-2017
Hyd. No. 2B
Peak Flow
= 33 02 cfs
Time to Peak
= 0.17 hrs
Hydrograph Volurne
- 4626 cult
Max. Elevation
= 890,77 ft
Max. Storage
- 36,618 cuft
Centarolmass d&Wftan time = 17 mrfr
30 40 50 60 70 80 9D 100
Time (min)
Req'd Star Covered Arena Post — Covered Arena SWrag

Pard Report
Kydm]oW Studia v2,4 -4,A8
Covered Arena Storage
Underground Chambers
Stege
Description
Input
Invert Elev Cvwn. S
885.00
Chamber Rise, ft
6.00
Chamber Shape
Circular
Chamber Span, It
6.00
Barrel Length, ft
150,04
No. Barrels
8
Barrel Slope, °Io-
0.25
Headers, yln
Yes
Stone Encasement, y1n
No
EncasemeM ac%om Elevation, ft
0.00
Encasement Width per Chamber, ft
0.00
Encasement Depth, tt
0,00
Encasement Voids, %
40.00
699
891
890
Project Name -
W -16-2017
Stage -Storage
Stage 1 Storage Table
Stege
Elevation
Gantou? Area
Ihcr. Storage
TOUT storage
(n)
(ft)
c-Sgft)
(cufti
(cutt)
000
885.00
nla
0.000
0.000
0.32
$65,32
nfa
278
279
0.64
885.64
Na
1.442
1,322
0.96
8$5.96
Na
1,833
2,855
1.25
888.28
nfa
1.644
4.699
1-89
886.59
nfa
2,070
6.769
1.91
886.91
Wa
2,243
9.012
2.23
887.23
nee
2,312
11,384
2.55
887.55
nla
2,467
13,85+6
2.87
887.67
n(a
2,522
15,372
3.19
888_10
Na
2.552
15,924
151
858.51
n/a
2,554
21.478
3.83
856_63
Ma
2.519
23,997
4.14
589.14
nfa
2,456
26,463
4.46
$39.46
nfa
2,373
23,836
4.78
588.78
rva
2.242
31,078
5-10
890.10
Ma
2,072
33,149
5.42
890.42
nfa
1,839
34.908
5.74
890.74
rVA
1,531
36.524)
6.06
891.06
nla
1,040
37.559
6.37
891.38
nla
279
37,838
Stage -Storage
886
885
0
5000 10000 15000 20000 25000 30000 35000
Total Storage (tuft)
- UG Chambers -- Top of Pond

Pored Report
Hydrology Studio v 2-0 am
Covered Arena Storage
Culvert I Orifices
Rise. in
Span, in
No- Barrels
Invert Elevation, ft
Orifioe Coefficient, Co
Length, ft
Barrel Slope. %
N -Value, fi
Weirs
Shape I Type
Crest Elevation- ft
Crest Length, ft
Angle, dreg
Weir Coefficient, Cw
'�❑ides 2hrrwg9 GUlwar!.
841
690
Project Name;
M-1 6-2017
Stage -Discharge
Mage -Discharge
r
I
Orifices
culvert
Perforated Riser
i
i r
1*
2 3
i
24
48
Per(. Rise,in
24
46
Perf. Span,irr
1
1
No. Perforatirns
886
100.01
Invert Elevation, ft
,6
•6
Height,ft
8
OriSue Coefficient. Co
1
6- 613
Weirs
Kiser`
Ancillary
1
2 3
Exfiltration, Mr
Tailwater Elevalion.ft
Mage -Discharge
r
I
r
f
i
i r
i
6
a
J
885 ! 0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 2$ 30 32 34 36
Discharge (cfs)
— Top of Pond—Culvert Total Q

Hydrology Studio v 2.0.0.48
Covered Arena Storage
Project Name:
08-16-2017
Stage -Storage -Discharge Summary
Stage
(ft)
Elev.
(ft)
Storage
(tuft)
Culvert
(cfs)
Orifices, cfs
Riser
(cfs)
Weirs, cfs
Pf Riser
(cfs)
Exfil
(cfs)
User
(cfs)
Total
(cfs)
1
2
3
1
2
3
0.00
885.00
0.000
0.00
0.00
0.00
0.32
885.32
279
0.562 oc
0.00
0.562
0.64
885.64
1,322
1.553 oc
0.00
1.553
0.96
885.96
2,855
2.705 oc
0.00
2.705
1.28
886.28
4,699
3.828 oc
0.00
3.828
1.59
886.59
6,769
4.873 oc
0.00
4.873
1.91
886.91
9,012
5.588 oc
0.00
5,588
2.23
887.23
11,384
11.12 oc
0.00
11.12
2.55
887.55
13,850
15.82 oc
0.00
15.82
2.87
887.87
16,372
19.42 oc
0.00
19.42
3.19
888.19
18,924
22.37 is
0.00
22.37
3,51
888.51
21,478
23.94 is
0.00
23.94
3.83
888.83
23,997
25.42 is
0.00
25.42
4.14
889.14
26,463
26.82 is
0.00
26,82
4.46
889.46
28,836
28.14 is
0.00
28.14
4.78
889.78
31,078
29.41 is
0.00
29.41
5.10
890.10
33,149
30.63 is
0.00
30.63
5.42
890.42
34,988
31.79 is
0.00
31.79
5.74
890.74
36,520
32.92 is
0.00
32.92
6.06
891.06
37,559
34.01 is
0.00
34.01
6.37
891.38
37,838
35.07 is
0.00
35.07
aumx Key: is = imet control, oc ; outlet control, s = submerged weir

Fond Report
Hydrology Studio 2.0.0,46
Covered Arena Storage
Siege (ft)
Rr jvu Name_
08-16-2017
Pond Drawdown

VILLAGE WEST
The pre -construction runoff, post -construction runoff, and BMP discharge rates for Village West are as follows:
Pre: 39,5 cfs
Post: 58.5 cfs
BMP outlet flow: 12.7 cfs
The Runoff Coefficient was calculated for the abovementioned drainage area and is shown on the Village West hydrograph.
Post -construction runoff values for Village West are greater than the pre -construction values, therefore, it was determined that a
detention system is required. The post -construction runoff values for the Village West were routed through a detention system
scenario within the Hydrology Studio software. The scenario was set up using a 158' x 32' underground piping detention system
using 8 rows of 48" diameter pipe with a 48" header and an 18" orifice.

Hydrograph Report
Hydrology Stadia v 2.0.4,48
Tillage VIS Pre
Hydrogreph Type
= Rational
Storm Frequency
= 25 -yr
Time Interval
= 5 min
Drainage Area
= 15.92 ac
Tc Method
User
OF Curve
= TRYONJdf
Freq. Corr. Factor
= 1.00
Composke C Worksheet
RREA(aC)
C
DEgCR PT10N
1.97
0.9$
asphalt
13,9.5
0.20
grass
15.92
0,29
AtIghtwAVeraOB
u
CY
Project Name;
Q8-16 2017
Hyd. No. 9
Peak Flow
= 39.51 Cfs
Time to Peak
= US hrs
Runoff Volume
= 11,853 tuft
Runoff Coeff.
= 0.29=
Time of Conc. {Tc}
5.0 mint
Intensity
= 8.6578 inthr
Asc/Rec Limb Factors
= 1J1
Qp = 39.61 cfs
U 1 2 3 4 5 7 8 9 10
Time (min)

H dro raph Report
Hydrology Studio v n.0.48
Village W Post
Hydrograph Type = National
Storm Frequency = 25 -yr
Time Interval
= 5 min
Drainage Area
= 18.27 ac
Tc Method
= User
OF Curve
= TRYON,!&
Freq. Corr. Factor = 1.00
Composite C Worksheet
AREAlac}
C
OESCRYTIOhd
3.59
0.95
Asphalt
0.91
0.95
Concrete
0.37
0.90
Bldg kwf
11.5
6.29
Gr99s
15.27
4DA2
W9ighWAY app
Qp=88.48 da
Project Name;
06-16.2017
Hyd. No. 10
Peak Flow
= 68.48 cls
Time to Peak
= 0.08 hrs
Runoff Volurne
- 11'W cuff
Runoff Coeff.
0.42*
Time of Cone. (Tc)
_ 5.0 min
Intensity
= 8-557$ in/hr
Asc/Ren Hmh factors = 111
U 1 2 3 d S b 1 8 9 1Q
Time (ruin)

Hydrograph Report
Hydrology Studio 2.0.0,48
Village 111! Storage
Hydrograph Type
= Pond Relate
Storm Frequency
= 25 -yr
Time Interval
- 5 min
Inflow Hydrograph
= 10 - Village W Post
Pond Name
= Village West Storage
Pond Routing by Storage indication r1+lelhod
6s
64
fit
60
58
56
C547 -
rJ/C��
J4l
AS
46-
-
44
42---
4p
38 - --
_ 35
34
CY 32 —
30-- -
24--
22--
20--
18
1fi
14
12
1d
8
f
2
0
0
Project Mame:
08.16-2017
Hyd. No. f l
Peals Flow
- 12.67 cts
Time to Peak
= 0.17 hrs
Hydrograph Volume
= 17,510 cult
Max. Elevation
= 103.44 ft
Max. Stofage
= 12,959 Cuft
Centef of mass detee.1km lime = 14 min
Qp = 12.67 cfs
Om
80 90 100
I
+
20
30 40 50
by
70
Time (min)
Peq'd 5tor -- - Village W Past —
Village W Storage
80 90 100

Pond Report
Hydrology 5tudia v 2, UAS
EleVati0h
(It)
Village West Storage
Incr. Storage
(cult)
Total Storage
teurtl
0.44
Underground Chambers
nla
Description
Input
Invert Elev Dpwn. fl
100.00
Chamber Rise, K
4.00
Chamber Shape
Circular
Chamber Span, ft
4.00
Barrel Length, ft
150.00
Nn Barrels
8
Barrel Slope, %
a_aa
Headers, yin
Yes
Stone Encasement, yin
No
Encasement Bottom Elevation, ft
0,00
Encasemerli Mdth per Chamber, ft
0.00
Encasement Depth, ft
0.00
F_nCasement Voids, %
40-66
oil
103
Z
> 102
101
100
0
Project Name'.
08-16-2017
Stage -Storage
Stage 0 Storage Table
Stage
(11)
EleVati0h
(It)
Contour Area
(sgft)
Incr. Storage
(cult)
Total Storage
teurtl
0.44
100.00
nla
0.000
0.000
0.20
100.20
n1a
344
304
0.40
900.40
Ala
543
847
0160
100.60
nha
681
1,528
0.80
ion 84
Ala
785
2,313
1.00
101,00
n!a
884
3,177
1.20
10120
Mtn
922
4.499
1.40
101.40
nfa
970
5.089
1,68
101.60
nta
997
6,056
1-$Q
101.80
nla
1,425
7,091
2.00
102,84
Ala
1,030
6,121
2.20
10220
Na
1.03U
9,152
2.40
102.40
Ala
11025
16.177
2.04
102.6{]
tea
997
11,174
2.80
102-80
Afa
H9
12,143
3.00
1010U
nfa
n22
13,065
3.20
103.20
nfa
863
13,925
3.40
103.40
nfa
785
14,713
3.60
103,60
nla
682
15,395
3,Sfl
103.84
nla
541
15,936
4.00
1 x4.00
nla
303
16.239
Stage -Storage
2000 4000 6000 8000 10000 12000 14000 16COO
Total Storage (cu#t)
- UG Chambers Top of Pond
9
m
a
A n

Pond Deport
Hydrology Studio v 2.0.0.4$
Village West Storage
Project Name:
D8-16.2017
Stage -Discharge

Pond Report
Hydrology Studio v 2.0.0.48
Village West Storage
Project Name -
08-16-2017
Stage -Storage -Discharge Summary
Stage
(ft)
Elev.
(ft)
Storage
(tuft)
Culvert
(cfs)
Orifices, cfs
Riser
(cfs)
Weirs, cfs
Pf Riser
(cfs)
Exfil
(cfs)
User
(cfs)
Total
(cfs)
1
2
3
1
2
3
0.00
100.00
0.000
0.00
0.00
0.20
100.20
304
0.194
0.194
0.40
100.40
847
0.778
0.778
0.60
100.60
1,528
1.692
1.692
0.80
100.80
2,313
2.855
2-855
1.00
101.00
3,177
4.195
4.195
1.20
101.20
4,099
5.588
5.588
1.40
101.40
5,069
6.860
6.860
1.60
101.60
6,066
7.797
7.797
1.80
101.80
7,091
8.676
8.676
2.00
102.00
8,121
9.474
9.474
2.20
102.20
9,152
10.21
10.21
2.40
102.40
10,177
10.90
10.90
2.60
102.60
11,174
11.54
11.54
2.80
102.80
12,143
12.15
12.15
3.00
103.00
13,065
12.73
12.73
3.20
103.20
13,928
13.29
13.29
3.40
103.40
14,713
13.82
13,82
3.60
103.60
15,395
14.34
14.34
3.80
103.80
15,936
14.83
14.83
4.00
104.00
16,239
15.31
15.31
"5umx key: le = inlet control, oc = outlet control, s = submerged weir

Pored Report
Hydrology Studio 2AO.A8
Village West Storage
Stage 0t)
Project flame:
0�-16.2917
Pond Drawdown
W) ^a13
m
kn
i
I
i
i
I
i
E
~
Q]
�
I
a
0
W
a)
I
I
4}
i
i
I
I
�
m
W) ^a13

VILLAGE EAST DRAINAGE AREAS
The pre -development Village East site drainage area was divided into two areas: North, and South. Once the civil design was
completed for the site, the drainage area for the Village East was divided into three drainage areas: Village East North, Village East
Middle, and Village East South. Calculations were derived using Hydrology Studio software for all three drainage areas. Village East
drainage area currently drains into two existing NCDOT culverts. The proposed detention system for all three areasconnects to the
existing NCDOT stormwater system.
r•i A

VILLAGE EAST NORTH
The pre -construction runoff, post -construction runoff, and BMP discharge rates for Village East North are as follows;
Pre: 14.7 cfs
Post: 38.84 cfs
BMP outlet flow: 13.00 cfs
The Runoff Coefficient was calculated for the abovementioned drainage area and is shown on the Village East North hydrograph.
Post -construction runoff values for Village East North are greater than the pre -construction values, therefore, it was determined that
a detention system is required. The post -construction runoff values for the Village West were routed through a detention system
scenario within the Hydrology Studio software. The scenario was set up using a 24' x 108' underground piping detention system
using 6 rows of 48" diameter pipe with a 48" header and an 18" orifice.

Hdrograph Report
I t4rology Studio v 2.0.0.48
Tillage E Pre North
Hydrograph Type = Rational
Storm Frequency = 25 -yr
Time Interval
= 5 miry
Drainage Area
= 7.47 ac
Tc Method
= TR55
IDF Curve
= TRYCNAdf
Fret}. Corr_ Factor
= 1.00
Camp alta C Worksheet
= 8,5576 in/hr
AREA (aa) C DESCRIPTION
asa 0.80 acre lot
1.94 0.2s Grass
5.4 0.24 woods
7.A7 0.23 Wai�pted
Aw raWe
h
a
Project Name -
46.15 -2017
Hyd. No. I
Peak Flow
= 14.70 cfs
Time to Peak
= 0.08 hrs
Runoff Volume
4,4'1 tuft
Runoff Coeff.
= 0.23*
Time of Conc. (Tc)
_ 5.0 min
intensity
= 8,5576 in/hr
AsC/Rec Limb Factors
= if1
QP = 14.70 cfs
f 3 4 5 6 7 8 9 1a
Time (min)

Hydrograph Report
Hydrology Studio v 2.0,0.46
Village E past north
Hydrograph Type = Rational
Storm Frequency
= 25 -yr
Time I nterva I
= 5 min
Drainage Area
= 5.34 ac
Tc Method
= TR55
IaF Curve
= TRYON.idf
Freq Corr. Factor
= 1,00
44-
42-
4G-
34-
32-
30-
26-
24-
22-
20-
18-
16-
14 44i}3432302624220181614
12-
10-
8-
4-
2-
0
21b8420
Project Name -
08.16.2017
Wyd. No. 2
Peak Flow
= 38.8.4 ds
Time to Peak
= 0.08 hrs
Runoff Volume
= 11,653 cuff
Runoff Coeff.
= 085
Time of Conc. {Tc}
= 5.0 min
Intensity
= 8.5576 irdhr
AsclRec Limb Factors
= 111
QP = 38.84 cfs
•
I
i
i
i
i
i
I
;
D 1 3 4 5 6 7 8 9 10
Time (min)

Hydrograph Report
aIydrology Studio V 2.0.0.48
Village E storage N
Hydrograph Type = Pond Route
Storm Frequency = 25 -yr
Time Interval = 5 min
Inflow Hydrograph 2 - Village E post north
Pond Name = North Pond
Pofrd Flouting by Storage Indication Method
44
42
40
38
36
34
32
3D
28
26
24
22
20
18
16
14
12
10
8
5
4
fl
U
Project Name -
08 -16-n H
Hyde No. 4
Peak Flow
= 13.00 cfs
Time to Peak
= 0.17 hrs
Hydrograph Volume
= 11,646 cult
Max. Elevation
=103.09 ft
Max. storago
= 6,676 cult
Ceorer o/ mass 01�ntron time = T min
Gtp = 13,00 Cfs.
1U 20 30 40
Time (rein)
Req'd Stor Village E post north — Village E storage N

Pond Report Project Name:
Hydrology Studio v 2-0.0.48 08.16.2017
North Pond Stage --Storage
Underground Chambers
Stage
Description
Input
Invert E leo Downr ft
100,00
Chamber Rise. ft
4.00
Chamber Shape
Circular
Chamber Span, ft
4-00
Farrel Length, ft
MOD
No. Barrels
6
Barrel Slope, %
0.25
Headers, y/n
Yes
Stone Encasement, yin
No
Encasement E3attom Elevalion, ft
0 -OD
Encasement Nfidth per Chamber, ft
0-00
Encasement Depth, ft
0-00
Encasement Voids, %
40.00
w
104
101
100-
0
Stage 1 Storage Table
Stage
rlevatloo
Contour Area
Inc r. Stn rage Total Storage
{ftp
tftj
{s#tta
[tuft) jcuftj
0.00
10{140
wa
0.004 0-000
0.21
100.21
nra
62.0 62.0
OA3
100-43
"la
331 293
0.64
100.64
Na
344 633
0,85
140.85
n1a
409 1.043
1.06
101.06
rva
459 M02
1,28
101.28
ora
*8 2.000
1-49
301.49
nla
526 2,526
1.70
IM -70
nra
547 3.073
1-91
101.91
nta
550 3x533
2,13
102.13
ria
565 4,199
2.34
102,34
rata
567 4,766
2.55
102.55
nta
558 5,325
2.76
102.76
nta
$47 5,672
2.98
102.98
nla
577 6,398
3.19
103.19
0a
497 6,x96
3.40
103,40
nla
464 7.356
3.61
103.61
Na
408 7.764
3.83
163.$3
Na
340 8,703
4.04
144.04
Na
231 8,334
4.25
104-25
nta
61,8 8,396
Stage -Storage
------------
a
J
0000
i
logo
1 2000 3000 4000 5040
Total Stcrage (cuft)
- UG Chambers - - - Top of Pond
6400 7000
5
4

Pored Deport
Hydrology Studio v 2.0.OAB
North Pond
Culvert! Orifices
Rise, in
Span, in
No. Barrels
Invert Elevation, ft
Orifice Coefficient, CQ
Length. ft
Barrel Slope, %
N -Value, in
Weirs
Shape / Type
Crest Elevation, ft
Crest Length, ft
Angle, deg
Weir Coefficient, Cw
morass rrh C;d�h.
104
103
°F 1 02
Ur
101
Culvert
O. D130
Riser
I
OrifGes
7
Weirs
2
Stage -Discharge
Project Name
08-16-2017
Stage -Discharge
Perforated Riser
3
Peri. Rise, in
Perf. Span. in
No. Perforations
Inve, t Elevation, ft
Height, A
Orifice Coefficient, Co
3 Ancillary
Exfiltraticn. iruhr
Tailwater Elevation, fl
4
I
2
1
100 ' I 0
a 1 2 3 4 5 5 7 B 9 10 11 12 13 14 15 16
Discharge (tfs)
— Top of Pond --Orifice Total Q

Hydrology Studio v 2.0.0.48
North Pond
Project Name:
08-16-2017
Stage -Storage -Discharge Summary
Stage
(ft)
Elev,
(ft)
Storage
(tuft)
Culvert
(cfs)
Orifices, cfs
Riser
(cfs)
Weirs, cfs
Pf Riser
(cfs)
Exfil
(cfs)
User
(cfs)
Total
(cfs)
1
2
3
1
2
3
0.00
100.00
0.000
0.00
0.00
0.21
10021
62.0
0.220
0.220
0.43
100.43
293
0.876
0.876
0.64
100.64
633
1.892
1.892
0.85
100.85
1,043
3.180
3.180
1.06
101.06
1,502
4.631
4.631
1,28
101.28
2,000
6.090
6.090
1.49
101.49
2,526
7.291
7.291
1.70
101.70
3,073
8.249
8.249
1.91
101.91
3,633
9.133
9.133
2.13
102.13
4,199
9.940
9.940
2.34
102.34
4,766
10.69
10.69
2.55
102.55
5,325
11.38
1138
2.76
102.76
5,872
12.04
12.04
2.98
102.98
61398
12.66
12.66
3.19
10319
6,896
13.26
13.26
3.40
103.40
7,356
13.82
13.82
3.61
103.61
7,764
14.37
14.37
3.83
103.83
8,103
14,89
14.89
4.04
104.04
8,334
15.40
15.40
425
104.25
8,396
15.89
15.89
ouuix rcey.- rc = Mier control, oc = outlet control, s = submerged Weir

Pond Report
Hydi,Nu,gy Studio v 2-0.0,4a
North Pond
Stage (fl)
40 en
CO VD
t -
Project Narm,
08-16-2017
Pond Drawdown

VILLAGE EAST SOUTH
The pre -construction runoff, post -construction runoff, and BMP discharge rates for Village East South are as follows:
Pre: 17.54 cfs
Post: 38.62 cfs
BMP outlet flow: 12.81 cfs
The Runoff Coefficient was calculated for the abovementioned drainage area and is shown on the Village East South hydrograph.
Post -construction runoff values for Village East South are greater than the pre -construction values, therefore, it was determined that
a detention system is required. The post -construction runoff values for the Village West were routed through a detention system
scenario within the Hydrology Studio software. The scenario was set up using a 24' x 108' underground piping detention system
using 6 rows of 48" diameter pipe with a 48" header and an 18" orifice.

Hydrograph Report
H draiogy Studio v2•QOA8
Village E Pre South
Hydrograpb Type
= Rational
Storm Frequency
= 25 -yr
Time Jnterval
= 5 min
Drainage Area
= 10.25 ac
Tc Method
= User
OF Curve
= TRYDN.idf
Freq. Corr_ Factor
= 1.00
Cnmpmb C Worksheet
RRER(jpC} C DESCRIPTION
10.2$ 020 grpm
10.25 0.20 Mighbod AweraW
20
19
18
17
16
15
1.4
13
12
11
�' 10
9
8
7
4
3
2
1
0
Project Name:
08-16-2017
Myd. No. 8
Peak Flow
= 17.54 cfs
Time to Peak
= 4.O8 hrs
Runoff Volume
= 5,263 euft
Runoff Coeff,
= 0•2'
Tirne of Conc. (Tc)
= 5.0 min
Intensity
= 8.5576 in/hr
AsclRec Limb Factors
= 1!1
Op = 17.54 cfs
Time (mirk)
•1
J
i
h --
—
i�
r
0 1
2 3 4 5 6 7 S
4 ii
Time (mirk)

H drogr ph Report
Hydrology Studio v 2.0.0.48
Village E post south
Project Name;
06-16-2017
Hyd. No. 3
Hydrographr Type
= Rational
Peak Flow
= 38.62 cfs
Storm Frequency
= 25 -yr
Time to Peak
0.08 hrs
Time Interval
= 5 mirk
Runoff Volume
= 11,587 cult
Drainage Area
= 5.31 ac
Runoff Coeff.
70.65
Tc Method
= TR55
Time of Conc. (Tc)
= 5.D min
IAF Curve
= TRYON.idf
Intensity
= 8.5576 in/hr
Freq. Corr. Factor
= 9.0
Ase/Rec Limb Factnrs
� ift
(gyp = 38.62 cfs
z 3 4 5 6 7 8 9
Time (min)
10 1

Hydrograph Report
Hydw kl g Studio Y 2.0.0.49
Village E Storage S
I lydrograph Type = Pond Route
Storm Frequency = 25 -yr
Time Interval = 5 rein
Inflow Hydrograph = 3 - Village E post south
Pond Flame = South pond
Pond f3xImLg by Slwage rndFcahan Moved
QP = 12-81 cfs
44
42
Project Name:
08-16-2017
Hyd. No. 5
Peals Flaw
7:12.81 cfs
Time to Peak
= 0,11 hrs
Hydrograph Volume
= 11,561 cult
Max. Elevation
= 103.03 #t
Max. Storage
= 7,001 cult
Center of mass deferigan trine r 9 min
40 -
E
34
32 --
30
28—
I
26-
24
2U-
14 --
U — -- — — —
22-
N
W i
V
'-77 RR
- -
1 — - — — -- - - ---,.. - - -
12--
� I
0 10 20 30 40 5o
1tlrne (miry)
keg'd Star Village E post south — Village E Storage 5
I . , , , r—)
60 ?0

Pond Report PjImtNamc
Hydrology Studio v 2.0.0.4.8 08-16-2017
South pond Stagy -,storage
Underground Chambers
Stage f Storage
Table
Description Input
Stage
Elevation
ContourArea
Incr. Storags
Total Sturage
(11)
iftl
lsgft�
(cuft)
(tuft)
Invert Eiev Dawn, ft 100.0
4,Uo
100.00
t3la
4,000
0.900
Chamber Rise, ft 4.000.24
140.21
nla
254
254
Chamber Shape Arch
0.43
10041
nla
547
801
0.64
100.64
nfa
585
1,386
Chamber Span, A 4.00
4.85
100.85
nla
561
1,927
Barrel Length. ft 110.00
1-M
101.06
nla
555
2,02
1.28
101.28
nM
548
3,030
4, Barrels 6
1.49
101.49
fila
539
3.569
Barrel Slope. % 0.25
1.70
101.74
Ila
$26
4,087
1.91
101.91
Ela
515
4,61Q
Headers, y1n Yes
2.15
102.13
Ma
500
8,112
Slone Encasernent, yln No
2.34
102.34
nfa
483
5,594
Erica ernerll Bottom Elevation, ft O. �
x.55
102.55
nf&
482
6,057
2.76
102.76
nfa
439
6.496
Encasement Width per Chamber. ft 0.00
2.9a
162.98
nla
41$
6.949
Encasement Depth. ft (00
3.19
143.19
nla
382
7.291
3,40
1t}5.46
nla
346
7,637
Encasement Voids, % 40.00
3.61
103.61
We
3w
7.939
3.83
145.83
Na
247
8.1 B6
4.04
104.04
rVa
166
8,352
4.25
10425
nfa
44.0
8.396
1
Stage -Storage
1000 2000 3000 4000 5000 WOU 7000 goo
Total Storage (tuft)
- M Chambers - Top of Pgrld
6
v�

Pond Report
Hydra logy Studio v 2.0.DAR
South pond
Culvert / Orifices
Rise, irl
Span, in
No_ Barrels
Invert Elcvntion, h
Orifice Coefficient, Co
✓.ength, ft
Barrel Slope, %
N-Value,n
Weirs
Shape � Type
Crest Clevation, ft
Crest Length. fl
Angle, deg
Weir CoethiGienj, Cw
Wm#ar'through C&VP-d,
1
LU
1
1
Culvert
0.000
R issr*
1
18
18
100.01
.6
1
Orifices
2
Weirs
2
Mage -Discharge
Project Name:
08-15-2017
Stage -Discharge
Perforated Riser
3
Pert_ Rise, In
Parf, SPan,ln
No. Perforations
Invert Elevation, it
Height. t
Orifice Coefficient, Co
Ancillary
3
Exfl#ration, inter
Teilwaler Elevation, N
4
3
0 20 40 b0 80 100 120 140 166 180 200 224 240
Discharge (cis)
— Top of Pond —Orifice Total Q
V1
t�'�i

Hydrology Studio v 2.0.0.48
South pond
Project Name:
08 16-2017
Stage -Storage -Discharge Summary
Stage
(ft)
Elev.
(ft)
Storage
{cuff}
Culvert
(cfs)
Orifices, cfs
Riser
(cfs)
Weirs, cfs
Pf Riser
(cfs)
Exfil
(cfs)
User
(cfs)
Tata)
(cfs)
1
2
3
1
2
3
0.00
100.00
0.000
0.00
0.00
0.21
10021
254
0.220
0.220
0.43
100.43
801
0.876
0.876
0.64
100.64
1,366
1.892
1.892
0.85
100.85
1,927
3.180
3.180
1.06
101.06
2,482
4.631
4.631
1.28
101.28
3,030
6.090
6.090
1.49
101.49
3,569
7.291
7.291
1.70
101.70
4,097
8.249
8.249
1.91
101.91
4,612
9.133
9.133
2.13
102.13
5,112
9.940
9.940
2.34
102.34
5,594
10.69
10.69
2.55
102.55
6,057
11.38
1138
2.76
102.76
6,496
12.04
12.04
2.98
102.98
6,909
12.66
12.66
3.19
103.19
7,291
13.26
13.26
3.40
103.40
7,637
13.82
13.82
3.61
103.61
7,939
14.37
14.37
3.83
103.83
8,186
14.89
14.89
4.04
104.04
8,352
15.40
15.40
4.25
104.25
8,396
235.8
235,8
0.00
0.00
0.000
236.0
236,0
0.00
0.00
0.000
236.1
2361
0.00
0.00
0.000
236.3
236.3
Suffix key: is = inlet control, oc = outlet control, s = submerged weir _ ,�

Pond Report
HydrMouy Studio v 2.G -4A6
South pond
Stage (ft)
PrajKt Name:
OB -16-2017
Ponce Drawdown
O r
CO
GAO
0o
i
I �
�
r
i
I
I
1
i
I
L
y
L
i
I
I
1 r
q}
~
I
G
ui
to+�-
�
CD
w
(ai) A913 r
a

VILLAGE EAST MIDDLE
The post -construction runoff and BMP discharge rates for Village East Middle are as follows:
Post M: 30.41 cfs
BMP outlet flow M: 6.15 cfs
Pre & BMP totals:
Pre N: 14.7 cfs
Pre S: 17.5 cfs
TOTAL: 32.2 cfs
BMP outlet flow M: 6.15 cfs
BMP outlet flow N: 13.00 cfs
BMP outlet flow S: 1281 cfs
TOTAL: 31.96 cfs
The BMP outlet flow total of all three Village East drainage areas is less than the total of the pre -construction runoff rate.
The Runoff Coefficient was calculated for the abovementioned drainage area and is shown on the Village East Middle hydrograph_
The post -construction runoff values for the Village East Middle were routed through a detention system scenario within the
Hydrology Studio software. The scenario was set up using a 24' x 108' underground piping detention system using 6 rows of 48"
diameter pipe with a 48" header and an 12" orifice.

Hydrograph Report
Hydrology Studio v 2,4,4,4$
Village EPost Middle
Hydrograph Type
= Rational
Storm Frequency
= 25 -yr
Time Interval
= 5 min
Drainage Area
= 4.18 ac
Tc Method
= User
IDF Curve
= TRYQN.idf
Freq, Corr. Factor
= 1.00
34-
33-
32-
31-
30-
Z9-
27
d33323130z927
26-
25-
24-
23-
22: 2s242322
21
2a
1
cr 1&
15
14-
13-
112-
10-
9-
8-
7--
6-
5-
4-
3-
21
d131210sa7-32
1
0
[gyp 30.41 cfs
Project Name-'
48.16.2417
5 6 7 8 9 10
Time (min)
Hyd. No. G
Peak Flow
= 30.41 cfs
Time to Peak
= 0.48 hrs
Runoff Volume
= 9,122 cult
Runoff Cue#t.
= 0.85
Time of Cone_ (Tc)
= 5,0 min
Intensity
= 6,5576 inthr
ASC/Rec Limb Factors
= 111
5 6 7 8 9 10
Time (min)

Hydrograph Report
Hydrology Dudiov 2,0.4.48
i IlageE Storage Mid
Project Narr1-
08-16-2 97
Hyd. No. 7
Hydrograph Type
= Puna Route
Peak Flow
= 6.147 uts
Storm Frequency
� 2!> --yr
Time to Peak
= 0-17 hrs
Time Interval
= 5 min
Hydrograph Volurne
= 9.115 uuft
Inflow Hydrograph
= 6 -Village Epost Middle
Max. Elevation
= 103-60 R
Pond Nage
= Middle Porro
Max- Storage
= 6.814 tuft
Pend Rautir�g by Storage rnftaNm mumod
Cenfer of moss detari on lime= 73 miry
QP 6.16 ct5
34-
31-
32-
30
4333234 - -
29
27--
2
7
25
�.. J
24 -- -
23
20
17 — _..... T—
C7 16 _
14 — --
72___ i
10 — - �;---- f — —
I..
a
J
p I
r
o 10 20 30 40 so 0 70
Time (mirt)
Rieq'd Stor Village Post Middle — VillageP Storage Mid
. �r

Pond Report Project Name-
t 4rology Studio v 2.0.0AS
08-16-2017
Middle Pond Stage -Storage
Underground Chambers
aescripUan InputSt[rt1age
Stage I Storage
Table
i
r
i
Etevativn
Contour Area
incr. %torage
Total Storage
(ft)
00)
(cuftt
{Cuftj
Invert 1=1ev Down, ft 100.40
0.00
100.00
nra
0.000
0.000
Chamber Rise, ft 4.00
0.21
100.21
nfs
62,0
62.0
Chamber Shape Circular
0.43
100.43
nfa
231
293
0.64
100.64
nfa
344
633
Chamber Span, ft 4.00
0.85
1D0,86
nfa
409
1,043
Barrel Length, ft 100-00
1.06
101,46
Wa
459
1,502
1.28
101.28
rJa
498
2,000
No Barrels 6
1.49
101.4€}
wa
526
2.526
Barrel Slum % 0.25
1.74
101.74
Na
547
3,473
1.91
101.91
rkfa
560
3.63$
Headers, yin Yes
2.13
102.13
nfa
ma
4,199
Stone Encasement, yfn No
234
142.34
n1a
567
4,766
Encasement BottomE1eva#lort, ft 4.40
2.55
142.55
nfa
559
5.325
2.36
102.75
n1a
547
d,E72
Encasement Width per Chamber, fit 0.40
2-98
102.98
nfa
527
6,395
Ent asernent Depth, ft 0.00
3.19
143.19
wa
497
8,896
3.40
143,40
nra
46G
7,3%
Encasement Voids. % 40.00
3-61
103.51
rti a
448
7,75E
3,63
103.83
n!a
340
6.103
4 04
144.04
nfa
231
8.334
4.25
104.25
No
61.8
0.396
105
104
103
102
101
1000
0
Stage -Storage
1000 ZOt}0 3000 4000 5000 6000
Total Storage {cuft}
-• UG Chambers - - Tap of Pond
7000
5
4
3
ei
n:
2�
0
8004
I
i
r
i
� I
1000 ZOt}0 3000 4000 5000 6000
Total Storage {cuft}
-• UG Chambers - - Tap of Pond
7000
5
4
3
ei
n:
2�
0
8004

Pond Report
Hydr4plQgy Studio v 2AGAS
Middle Pond
Project Name:
06-15-2017
Stage -Discharge
0 r

Hydrology Studio v 2.0.0.48
��
Project Name:
08-16-2017
Stage -Storage -Discharge Summary
Stage
(ft)
Elev.
(ft)
Storage
(cult)
Culvert
(cfs)1
Orifices, cfs
Riser
(cfs)
Weirs, cfs
Pf Riser
(cfs)
Exfil
(cfs)
User
(cfs)
Total
(cfs)
2
3
1
2
3
0.00
100.00
O.00O
0.00
0.00
0,21
100.21
62.0
0.175
0.175
0.43
100.43
293
0.677
0.677
0.64
100.64
633
1,401
1.401
0.85
100.85
1,043
2.199
2,199
1.06
101.06
1,502
2.811
2.811
1.28
101.28
2,000
3.307
3.307
1.49
101.49
2,526
3.738
3.738
1.70
101.70
3,073
4.125
4.125
1.91
101.91
3,633
4.478
4.478
2.13
102.13
4,199
4.805
4,805
2.34
102.34
4,766
5.112
5.112
2.55
102.55
5,325
5.401
5.401
2,76
102.76
5,872
5.675
5.675
2.98
102,98
6,398
5.937
5.937
3.19
103.19
6,896
6.187
6.187
3.40
103.40
7,356
6.428
6.428
3.61
103.61
7,764
6.660
6.660
3.83
103.83
8,103
6.884
6.884
4.04
104.04
8,334
7.102
7.102
4.25
104.25
8,396
7.312
7,312
sutrix Key. is = inlet control, oc = outlet control, s = submerged weir
f .

Pond Report
Ky+dMIOgy Studio Y 2.4.4.48
Middle Pored
Stage {#t}
Project NamV.-
98-16-2017
Pond Drawdown

SALAMANDER DRAINAGE AREAS
The pre -development Salamander site drainage consisted and wood and grass areas. Calculations were derived using Hydrology
Studio software for both drainage areas.
The site layout, based on hotel roof drainage, dictates that two BMPs be used for drainage for post development areas. One cry
detention and once wet detention pond were used. These are labeled Salamander North for the Dry Detention and Salamander
South for the Wet Detention.

SALAMANDER NORTH
The pre -construction runoff, post -construction runoff, and BMP discharge rates for Salamander North are as follows:
Pre: 15.1 cfs
Post: 48.9 cfs
BMP outlet flow: 7.12 cfs
The Runoff Coefficient was calculated for the abovementioned drainage area and is shown on the Salamander North hydrograph.
Post -construction runoff values for Salamander North are greater than the pre -construction values, therefore, it was determined
that a detention system is required. The post -construction runoff values for the Salamander North were routed through a detention
system scenario within the Hydrology Studio software. The scenario was set up as a detention pond that is 4 ft. deepwith
dimension of 100'x50' and utilizes a 3' x 3' riser basin with a trash rack and 12" orifice discharging through a 24" pipe.
/nn

Hydro ra h Report
Hydrology Studio V Z.O.OA6
Salamander N Pre
Hydrograph Type = Rational
Storm Frequency
= 25 -yr
lime Interval
= 5 min
Drainage Area
= 8.84 ac
Tc Method
= User
IDF Curve
TRYCNAdf
Freq. Corr. Factor
= 1.DO
CornpwOW C Worksheet
= 111
AREA{ec} C 6ESCRiPTIOH
8.64 0-20 Grass
&84 0.20 Welghled Average
1I
1�
15
14
13
12
11
10
9
{y 8
7
6
5
4
3
2
1
0
6
Project Name;
OB -16-2017
Hyd. No. 12
Peak Flow
= 15.13 cfs
Time to Peak
= 0.08 hrs
Runoff Volume
y 4,539 cuft
Runoff Coeff.
= 0.2*
1-ime of Conc. (Tc)
= 5.D rain
Intensity
8.5576 in/hr
Asc/Rec Limb Factors
= 111
Qp = 15.13 ds
Time (min)
-4 —

Hydrograph Report
Hydrology Studio Y 2.0.0,46
Salamander N Post
Hydrogyaph Type = Raticnal
Storm Frequency = 25 -yr
Time Interval = 5 min
drainage Area = 10.79 ac
Tc Method = User
OF Curve = TRYONAdf
Freq, Corr. Factor = 1.00
COMPOSHe ic WorXimeet
AREA 00 C OEscprpTim
399 0,9fi Asphs H
0.84 0.90 Pluil&ro RWF
5.0 0.20 Grass
10,72 0,53 WaightGdAyarage
54---
52
48-
46-
44-
42-
38-
36--
32-
30-
28-
24-
22-
20
18 -
14-- J,
12
4-
2
Project Name:
Q = 48.94 ofs
3 4 5 6 7
Time {rmn}
-i I
Hyd. No. 13
Peak Flow
= 48.94 cfs
Tinne to Peak
= 0.08 hrs
Runoff Volume
= 14,682 cult
Runoff Coeff,
= 0.53*
Time of Conc. (Tc)
= 5,0 min
Intensity
= 8.5576 Whir
AscJRee Limb Factors
V1
Q = 48.94 ofs
3 4 5 6 7
Time {rmn}
-i I

Hydrograph Report
Hydrolvgy Studio v 2.0.0.18
Salamander N Storage
Hydrograph Type
= Pond Route
Storm Frequency
= 25 -yr
Time Interval
- 5 rain
Inflow Hydrograph
= 13 - Salamander N Post
Pond Name
= $alamander N Storage
Pond Routrrrg by anmge 1n#lcation Method
56
54
52
50
48
46
44
42
40
38
36
34
32
34
28
26
24
22
1$
61412 16-
U-
12
10-
6-
4-
2
0642
a
D
Qp = 7.12 cfs
Project Name:
08-15-2017
Hyd. No. 20
Peak Row = 7.117 cfs
Time to Peak 0.17 hrs
Hydrograph Volume = f4,674 cuff:
Max. Elevation = $72.27 ft
Max. Storage = 12,223 tuft
Cerner of mass delmhbn lime = 2a min
10 20 30 40 50 6Q 70 80 94 140 114 120 130 140 150 160
Time (min)
aeq'd YOU Salamander N Post Salamander N Storage

Pond Report
Hydrology Studio v 2.0.0.48
Salamander N Storage
873
872
User Defined Contours
Description
Bottom Elevation, ft
Voids (%)
Volume Calc
Input
868.00
100.00
Conic
Project Nimes
08-16-2017
Stage -Storage
S#age! Storage Table
Slags
Ift)
Elevation
(ft)
Contour Area
(Sgft)
Incr Storage
(tuft)
Total Storage
(curt)
0,40
$68.{74
2.292
C.DCO
().Ow
1.40
870.40
3.280
2,771
2,771
2.00
871.40
4,362
3,807
6,57a
3.130
872.00
5703
5,017
11,695
4.04
873.013
7.011
fi.345
17,940
Stage -Storage
870
869
U
11104 400 6000 8040 1ODOO 12004 14000 15000 18000
Total Storage (tuft)
— Contours — Top of Pond

Pond Report
Flydrology Studio v 2,0.4.48
Salamander N Storage
Prqject Name--
02-16-2017
ame:02-16-2017
Stage -Discharge
Culvert 1 Orifices
Culvert
orifices
0riflee Plate
i,
i
i
1 2
3
Rise, in
24
12
Orifice Rise, its
Span. in
24
12
Orifice Spars, in
I-
No. Barrels
1
1
Na OfifiCRs
Invert Elevation, ft
859.5
669.01
Invert Elevation, ft
Orifice Coefficient, C❑
6
.6
Height, fl
Length, ft
50
0rifiee Coefficient, Co
Barrel Slope, %
t
N -Value, n
4.013
Weirs
We I rs
Riser'
A nO l lary
1" 2
3
Shape l Type
Box
Rectangular
Extiltration, iruhr
Crest Elevation, ft
873
871
Tailwater Elevation, h
Crest Length. ft
12
1fl
Angle, deg
Weir Coefficient, Cw
4,3
3.3
-Routes through CUA,"
Stage -Discharge
873-
4
I
872 -
3
871
2
W
�
1
877
0 2 4 6 8 10
12 14 16
18 20 22 24 26
28 30 32 34 36 38 40 42
44
Discharge (cfs)
-- Top of Pond - Culvert—Orifice
IwoI Q
I
i,
i
i
i
i
i
I
I-

Hydrology Studio v 2.0.0.48
Salamander N Storage
Project Name:
08-16-2017
Stage -Storage -Discharge Summary
Stage
(ft)
Elev.
(ft)
Storage
(cult)
Culvert
(cfs)
Orifices, cfs
Riser
(cfs)
Weirs, cfs
Pf Riser
(cfs)
FAI
(cfs)
User
(cfs)
Total
(cfs)
1
2
3
1
2
3
0.00
869.00
0.000
0.00
0.00
0.00
0.00
0.00
1.00
870.00
2,771
44.10 is
2.656
0.00
0.00
2.656
2.00
871.00
6,578
44.10 is
4.616
0.00
0.00
4.616
3.00
872.00
11,595
44.10 is
5.967
0.00
0.00
5.967
4.00
873.00
17,940
44.10 is
7.064
0.00
0.00
7.064
Suffix key: is = inlet control, oc = outlet control, s = submerged weir
r r-

Pond Report
Hydrology Stutfio v 2. D.0 48
Salamander N Storage
Stage (ft)
en
Ln
r
Project Name;
D8-15-2011
Pond Drawdown
r r-
ko
Ln
f;
(4) A613
N
O
LT
cm

SALAMANDER SOUTH
The pre -construction runoff, post -construction runoff, and BMP discharge rates for Salamander North are as follows:
Pre: 6.78 cfs
Post: 29.5 cfs
BMP outlet flow: 0.08 cfs
The Runoff Coefficient was calculated for the abovementioned drainage area and is shown on the Salamander North hydrograph.
Post -construction runoff values for Salamander North are greater than the pre -construction values, therefore, it was determined
that a detention system is required. The post -construction runoff values for the Salamander North were routed through a detention
system scenario within the Hydrology Studio software. The scenario was set up as a detention pond that is 4 ft. deep with
dimension of 100'xS0' and utilizes a 3' x 3' riser basin with a trash rack and 2" orifice discharging through a 36" pipe.

Hdrograph Deport
Hydrology Studio v 2.6.0.46
Salamander S Pre
Hydrograph Type = Rational
Storm Frequency = 25 -yr
Time Interval
R 5 mire
Drainage Area
- 3.17 ac
Tc MethDd
= User
lDF Curve
= TRYON.idf
Freq. Corr. Factor
= 5.0 min
Composite C Wo "hoot
= 8.5576 inlhr
AREA (A4) C DESCRIPTION
3.17 4.25 YJopds
3.17 6.25 YMOtadkwmage
7
2
5
A
cr
CY
3
2
1
Project Narn►e
08.15-2017
Hyd, No. 23
Peak Flow
= 6.782 ds
Time to Peak
= 0.08 hr's
Runoff Volume
= 2,035 tuft
Runoff Coeff.
= 0.25"
'rime of Cone, (Tc)
= 5.0 min
Intensity
= 8.5576 inlhr
Asc/Rea Limb Factors
o if1
QP = 6.78 da
U
1 3 4 5 6 7 8 9 10
Time (min)

Hydrograph Report
Hydro[ogy Studio Y 2.0.0.48
Salamander S Post
Project Mame:
Wlb 2 17
Hyd. No. 24
Flydragraph Type - Rational
Peak Flow
= 29.53 cfs
Storm Frequency = 25 -yr
Time to Peak
= 0.08 his
Time Interval = 5 min
Runoff Volume
= 8,859 cuff
Drainage Area = 6,39 ac
Runoff Coeff.
= 0.54*
To Method = User
Time of Conc. (Tc)
= 5.0 min
IUF Curve = TRYON_idf
Intensity
= 8.5576 in/hr
Freq. Gorr. Factor = 1.00
AWRec Limb Factors
= 111
COMPosfte C Worksheet
AREA(mcl C 4E-BrArY10W
1.Z2 0.95 A20h&
1.76 0.90 Buildng Roof
M1 9.20 Grass
Ut O -r4 Mightsd Average
32
30
28
26
24
22
200
18
N
W
16
14
12
10
8
6
4
2
0
0
QP = 29.53 Cf5
7 2 3 4 5 6 7 $ 9 10
Time (miri)

Hydrograph R a po rt Project Nam,
Hydrology Studio v 2.D.Q-4B 08-15-2017
Salamander S Storage Hyd. No. 25
Hydrograph Type
= Pond Rcute
Peak Flow
= 0,085 cf%
Storm Frequency
= 25 -yr
Time to Peak
= 0.17 hrs
Time Interval
= 5 mire
Hydrograph Volume
= 8,763 cult
Inflow Hydrograph
= 24 - Salamander 8 Post
Max. Elevation
= 906.74 ft
Pond Name
= Salamander S Storage
Max. Storage
r 8,829 cuff
Pond ,4ougmg by Storage 1ndx4?tcn Method
Center of mass detenw ffine = 22.85 Hrs
Op = 0.08 cfs
33
32
31-
- r29 -- -
28-
2---.1__.-
26
2 - - --- -
I
23
22 I — •; — -- - - - --- - -. _ ..
4
21
i T11I
20-
19 T --
16
14
_ I
- -
0 2 4 6 8 10 12 14 16 18 20 22 24 25 28 30 32 34 35 38 40 42 44 46 48 5D
Time (hrs)
Salamander S Post — Salamander 5 Storage

Pond Deport
Hydrology %idin v 2,0.0.48
Salamander 5 Storage
Project Name:
05 16-2017
Stage -Storage
User Defined Contours
Stage 1 Storage Table
Description
Input
Stage Elevation
ContaurArea
Incr, Storage
Total Storage
#0 M)
100)
jeukl
(cult!
Bottom Elevalian, it
906.00
0.00 906.00
9,709
a aoo
a.aao
Voids %)
100.00
1-00 807.00
14,2101
11,883
11,583
Volume Calle
Conic
2.00 908 01)
15,855
15.019
26,901
0.00 909,44
17,598
16,717
43,619
4.00 910.00
I
19,500
18,539
62,158
I
I
Stag.—Storage
�1 t1
- 4
I -
909
~
I
908
I
07
907-
906
906
D
10000
20004
30000
4400fl
500Q4
60000
Total Storage (tuft)
—
Contours Top of Pani

Pond Report
Hydrology Studio v 2,x,0,4$
Salamander S Storage
Culvert 10 rifices
Culvert
1"
Rise, kn
36
2
Span, 'rn
36
2
No. Barrels
1
1
Invert Elevation, ft
901
906.01
Orifice Coefficient, Ce
.6
.6
Length, fl
78
Barrel S[ope, %
N -Value, n
0.013
Weirs
Risen
V
Shape f Type
Hux
Rectangular
Crest Elevation, ft
909
908
Crest Length, ft
4
8
Angle, deg
Weir Coefficient, Cw
3.3
3.3
'Rou!es f nxah Cufvrnt
910
� I ,
r
I I I
I ,
I i
I
I I
909
IIIIIIIIIII ll.Y1
Orifices
2
Weirs
2
Stage -Discharge
j
Project Name:
68-16-2017
Stage -Discharge
Orifice Plate
3
Orifice Rise, in
Orifice Span, in
No. Orifices
Invert Elevation, ft
Height, It
Orifice Cc ITident, Co
s Ancfilary
EAltration. whr
Tailwater Elevation fl
I
4
9060
0 2 4 6 8 10 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 74 76 78 80
Discharge (cfs)
— Top of Pond --Culvert— Kiser— Orifice Rectangular Total 0

2! I no IM.i• I
Hydrology Studio v 2.0.0.48
Salamander S Storage
Project Name:
08-16-2017
Stage -Storage -Discharge Summary
Stage
(ft)
Elev.
(ft)
Storage
(cult)
Culvert
(cfs)
Orifices, cfs
Riser
(cfs)
Weirs, cfs
Pf Riser
(cfs)
(c
(cfs)
(cfs)
User
(cfs)
Total
(cfs)
1
2
3
1
2
3
0.00
906.00
0.000
0.00
0.00
0.00
0.00
0.00
1.00
907.00
11,883
55.88 oc
0.100
0.00
0.00
0.100
2.00
908.00
26,901
55.88 oc
0.145
0.00
0.00
0.145
3.00
909.00
43,619
55.88 oc
0.179
0.00
26.40
26.58
4.00
910.00
62,158
79.91 oc
0.145
5.377 is
74,39s
79.91
Suffix keys is 7 inlet control, oc = outlet control, s = submerged weir

Pond Report
Hydraln�jy Studio v 2.0.0.48
Salamander S Storage
Stage (ft)
Projed Name:
08-16-7017
Pond Drawdown
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