20131200 Ver 5_Partial Info Received_20170728

Burdette, Jennifer a
From: Skysja Adams <[e-mail]>
Sent: Friday, July 28, 2017 1:42 PM
To: David Odom; Burdette, Jennifer a
Cc: 'Sharon Decker'; Jeff Brown; Clement Riddle ([e-mail])
Subject: RE: Tryon
Attachments: 20170728131955055.pdf, 20170728132022043.pdf, REV8 - BED 4 TRYON
EQUESTRIAN - 1-26-15.pdf, REVISED DRAINAGE AREAS.pdf, SALAMANDER RESORT
POOL AREA DRAINAGE PLAN.pdf, Tryon DWR Response 072717.pdf
To All
Please find attached the response letter, plans, and calculations.
Thank you,
Sky
From: David Odom
Sent: Friday, July 28, 2017 1:38 PM
To: Burdette, Jennifer a <[e-mail]>
Cc: 'Sharon Decker' <[e-mail]>; Jeff Brown <jbrown @tryon.com>; Clement Riddle ([e-mail])
<[e-mail]>; Skysja Adams <[e-mail]>
Subject: Tryon
Jennifer
Skysja will be forwarding our response letter to 3 of the 5 items shortly. I appreciate your consideration in allowing us to
submit this way.
We have attempted to be as thorough as possible and provide all of the supporting data and calculations. Please advise if
you have any questions or need any additional information.
We will be working this weekend to provide a response to the final 2 items. My goal is to have it submitted to you on
Monday.
Thanks
Dave
1

July 28, 2017
NC Division of Water Resources
401 & Buffer Permitting Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Attn: Jennifer Burdette
Re: Tryon International Equestrian Center
Request for Additional Information
Dear Ms. Burdette:
169 Oak Street • Forest City, NC 28043
office 828.247.4495 - fax [phone]
In response to your Request for Additional Information, dated July 27, 2017, please review the
following:
Submit a stormwater management plan (SMP} for the new wet pond proposed to treat
stormwater from the Salamander Hotel area for review to ensure the proposed stormwater
measure complies with state requirements (minimum design criteria as specified in the
stormwater rules). A complete SMP includes plans, calculations, easements, and an operation &
maintenance agreement.
Will follow early next week.
2. For the Salamander Hotel area, provide a sit a plan at a scale of no larger than 1" =50' showing
existing and proposed contours, the drainage area, and the storm drainage system that will be
used to maintain the hydrology of the stream channel located west of this area.
We have provided a plan set of the storm drainage system used to maintain the hydrology of
the stream channel located west of this area. Also provide are the stormwater calculations
associated with this system. Please be advised that the total drainage velocity is 9.16 cfs. Our
prior response letter, dated July 17, 2017, stated that the runoff to the stream from the area
would be 11.7 cfs. Be advised that the storm drain system does not include the runoff generated
on the fill slope below the system. This area is 0.79 acres and will result in an additional 2.54 cfs
to achieve the total flow rate of 11.7 cfs.
3. Clarify whether new built upon area is proposed in drainage areas with existing stormwater
control measures (SCMs} approved in the first phase of the project. If yes, provide calculations
showing that the additional runoff would not cause failure of these SCMs.
There have been variations from the original submittal with regards to both overall drainage
areas and built upon areas. We are providing with this submittal new drawings showing
revisions to both the drainage and built upon areas for each BMP. All of the BMP built upon

$t _
I 14! ti1}fir
Odom
169 Oak Street • Forest City, NC 28743
ngineeringpuc office 828.247.4495 . fax [phone]
areas either remained the same or were reduced with the exception of Drainage Area #4.
Drainage Area #4's built upon area increased from 138,521 square feet to 148,091 square feet.
We have provided a revised calculation showing the resulting water quality volume (12,236
cu.ft.). We are also including the actual ADS submittals for Bed #4. The actual provided storage
and treatment volume was 12,533 cubic feet.
4. The information provided regarding the proposed stormwater discharge outlets increased our
concerns that these discharges would likely cause degradation of water quality. Your response
indicated that riprap dissipators, 32 to 40 feet wide, will be used to dissipate the flow from
proposed stormwater outlets. Several of these outlets will be discharging to headwater streams
that are only 3 to 5 feet wide. Flow rates ranging from 23 to 92 cubic feet per second were
reported for these proposed stormwater outlets. Scaled plans will be necessary that depict the
proposed stormwater outlets, dissipators, existing topography, and the proposed contours to
show the transition from the dissipators to the natural ground or stream channels. Provide
analyses showing how the areas down slope or downstream of the dissipators will remain
stable. It is difficult to see how discharging this amount of stormwater would not cause erosion
without some type of detention.
Will follow early next week.
Verify the new address for Mr. Jeff Brown of Tryon Equestrian Partners, LLC that the Division
received from the US Postal Service through a return of the Division's previous correspondence.
New address: Mr. Jeff Brown
4066 Pea Ridge Road
Mill Spring, NC 28756
Please contact me if you need any additional information.
Thank you,
David Odom, P.E.

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Stormwater Calculations
TIEC Salamander Resort Pool Area Storm Drainage
July 28, 2017
InIetlD
DrainArea
RunoffCoeff
ilnlet
IncrQ
QCaptured GrateArea
GrateLen
GrateWidth
GutterSpread
InletSpread LinelD
LineLength
InvertUp
InvertDn
LineSlope
LineSize
FlowRate
Capac.Full
VelAve
VeIDn
VelUp DnStrmLine No.
(ac)
(C)
(in/hr)
(cfs)
(cfs) (sgft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/ft)
(in)
(cfs)
(cfs)
NO
NO
(ft/s)
JB -4
0
0
0
0....
....
....
....
....
.... PIPE -1
43
864.5
864
0.0116
24
9.16
24.39
3.26
2.92
3.61 Outfall
JB -3
0
0
0
0....
....
....
....
....
.... PIPE -2
66.8
884.2
871
0.1976
24
9.28
100.54
10.98
16.58
5.37
JB -2
0
0
0
0....
....
....
....
.... PIPE -3
72.8
894
884.2
0.1346
18
2.761
38.53
2.73
1.56
3.89
CB -17
0.05
0.6
8.56
0.26
0.26
2
3
2 2.84
2.84 PIPE -4
47.9
915
894
0.4384
18
2.81
69.53
10.29
16.66
3.91
CB -16
0.06
0.6
8.56
0.31
0.31
2
3
2 6.72
6.72 PIPE -5
22
914.5
914
0.0227
18
2.61
15.82
1.51
1.48
1.54
CB -14
0.05
0.6
8.56
0.26
0.26
2
3
2 2.84
2.84 PIPE -6
65.7
923
915
0.1218
18
2.41
36.64
7.04
10.37
3.71
CB -13
0.14
0.6
8.56
0.72
0.72
2
3
2 3.66
3.66 PIPE -7
42.1
924
923
0.0239
12
1.63
5.5
3.16
2.57
3.75
CB -12
0.06
0.6
8.56
0.31
0.31
2
3
2 2.94
2.94 PIPE -8
41.92
924.5
924
0.0119
12
0.98
3.89
2.35
1.57
3.13
CB -11
0.14
0.6
8.56
0.72
0.72
2
3
2 3.66
3.66 PIPE -9
55.6
925
924.5
0.009
12
0.721
3.38
2.23
1.62
2.83
CB -15
0.12
0.6
8.56
0.62
0.62
2
3
2 3.5
3.5 PIPE -10
48.2
924.5
923
0.0311
12
0.62
6.28
1.8
0.92
2.69
CB -10
0.07
0.6
8.56
0.36
0.36
2
3
2 3.05
3.05 PIPE -11
74.8
909.31
884.2
0.3356
18
6.94
60.84
12.86
20.2
5.51
CB -9
0.12
0.6
8.56
0.62
0.62
2
3
2 3.5
3.5 PIPE -12
84
912
911
0.0118
18
6.72
11.43
5.9
6.36
5.43
CB -8
0.09
0.6
8.56
0.46
0.46
2
3
2 3.24
3.24 PIPE -13
89.5
9131
912
0.0112
18
6.27
11.1
4.54
3.8
5.28
CB -3
0.12
0.6
8.56
0.621
0.62
2
3
2 3.5
3.5 PIPE -14
33.2
913.51
913
0.0151
18
5.88
12.89
4.4
3.671
5.14
JB -1
0
0
0
0....
....
....
....
....
.... PIPE -15
31.9
914
913.5
0.0157
18
5.351
13.15
4.19
3.43
4.95
CB -2
0.16
0.6
8.56
0.82
0.82
2
3
2 3.81
3.81 PIPE -16
51.5
915
914
0.0194
18
2.6
14.63
2.74
1.67
3.81
CB -1
0.36
0.6
8.56
1.85
1.85
2
3
2 5.12
5.12 PIPE -17
1 76
925
915
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7/28/2017
REVISED STORMWATER TREATMENT AND RETENTION AREA 4
Data
Total drainage area(Acres) 6.22 270,893 12236
Impervious drainage (Acres) 3.40 148,091
First Flush depth (in) 1
RUNOFF VOLUME — SIMPLE METHOD
Rv = 0.05 + 0.9*IA
Where: Rv= Runoff coefficient [storm runoff (in /storm rainfall (in)], unitless
IA= Impervious fraction [impervious portion of drainage area (ac)/drainage area (ac), unitless
Rv - 0.54
WATER QUALITY VOLUME DETERMINATION
V = 3630*Rp*Rv*A
Where: V = Minimum volume of pond from perm pool to temp pool (ft3)
RD = Design storm rainfall depth (in)
A = Watershed area (ac)
Min Vol. (cult) = 12236
RELEASE VOLUME OVER 48 HOURS
Flow rate to allow release over 48 hours = Volume/release time
Rate (cfs) = 0.07
D = V((4*Q)/(TT*Cd*V(2*g*H)))
Where: Q = Flowrate (cfs).
Cd = Coefficient of Discharge = 0.6
g = acceleration of gravity (ft/sec sqrd) = 32.2
H = Headwater (ft)
Orifice Dia. (in) = 1.38
Use a 1.25" orifice

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