20131200 Ver 2_Stormwater Info_20150202

Fr}
Odom
Engineering
PLLC
January 5, 2015
Annette Lucas
Division of Water Quality
Dear Annette:
152 East Main Street • Forest City, NC 28043
Phone [phone] • Fax [phone]
RECEIVED
FEB 02 1u15
DENR-LAND QUALITY
STORMWATER PERIAITTING
We have revised the drawings and calculations for the Tryon Equestrian project per your
comments:
1. We have attached the QAPP for your review.
2. The attached letter serves as the agreement to replace or tweak the Isolator
row.
3. Revised the drawings to include drawings 3A -3H which are color coded to show
the different surfaces.
4. The isolator rows will be protected from sediment in two ways: first, no
stormwater will be allowed to discharge through the diverter box to the system
until all areas are stabilized. The piping connection will not be made and the
overflow weir will not be installed until areas are stabilized. As for the areas
where there are rings and bridal paths, the cross section of these areas has a
geotextile layer placed below a stone base, then another geotextile layer placed
below the footing (sand and fiber mix). The geotextile layers prevent the loss of
any footing. Essentially, the rings functions as large sand filters.
5. Flow calculations have been included to show the weighted coefficient for each
drainage area.
6. Elevations have been checked. ADS systems drawings have profile view of
isolator rows.
7. Construction sequence has been shown on page 1 of plans
8. Checklist has been included in this submittal.
9. Stage storage calculations have been included to show wet detention capacity is
above required volume.
10. Level spreader has been redesigned and calculations have been included.
If you need any further information please let me know.
Thanks
Chris Waters

RSMB Holdings
2659 Sandy Plains Road, Tryon, North Carolina 28722
To Whom It May Concern:
I am authorizing Jeff Brown, Project Manager, to sign the necessary forms and letters regarding permits
around the Tryon International Equestrian Center and The White Oak Development whose
administrative address is 2659 Sandy Plains Road, Tryon, North Carolina 28782; the project site address
is 4066 Pea Ridge Road, Mill Spring, NC 28756.
Man4jerj RSMB Holdings
I certify that the following person personally appeared before me this day, acknowledging to me that he
signed the foregoing document: Mark Bellissimo.
DATE: IDL -1 - 1
Notary Seal:
•••� IV :�ti,,� JUDITH A. �ICCUILOCH
.•'r `' Notary Public - State of Florida
. •e My Comm. Expire& Jul 9. 2017
V �= Commission #F FF 34724
Bonded Through National Notary Assn
In� '
L

TR
INTERNATIONAL EQUESTRIAN CENTER
December 30, 2014
Division ofWater Resources
Attn: Annette Lucas
PROJECT- TRYONEQUESTRIAN PROPERTIES, LLC
STORM DRAIN AGREEMENT
Dear Annette:
This letter is to serve as an agreement between Tryon Equestrian and NC DWR that we will agree to
replace or tweak any Isolator Rows on our storm drain system if they do not achieve 85% TSS or -an
effluent concentration of2Orno/Lorless.
Jeffery Brown, Project Manager
Tryon Equestrian Properties, LLC
26SgSandy Plains Road
,Tryon, North Carolina 28782
o/828-863-1000
c/828'980'4400
WWW.TRYONHORSEGHOWS.CC)K4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does [] does not incorporate a vegetated filter at the outlet.
This system (check one):
does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County)_ Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BNW
Trash debris is present.
Remove the trash debris.
The perimeter of the wet
detention basin
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application,
Vegetation is too short or too
long.
Maintain vegetation at a height of
approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How 1 will remediate theproblem:
The inlet device: pipe or
Swale
The pipe is clogged.
Unclog the pipe. Dispose of the
sediment off-site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the Swale if necessary to
Swale•
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
original design depth for
sediment and remedy the problem if
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying-
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a onetime
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying,
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
original design sediment
sediment and remedy the problem if
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the algal growth.
Cattails, phragmites or other
invasive plants cover 50% of
the basin surface.
Remove the plants by wiping them
with pesticide (do not spray).
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4

Permit Number:
(to be provided by DWD)
Drainage Area Number:
BMP element:
Potentialproblem:
How 1 will remediate the roblern:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 874.5 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 874.5 feet in the forebay, the sediment
shall be removed.
Sediment Removal
Bottom
BASIN DIAGRAM
(fill in the blanks)
----- --- 1 P anene
----- -- Volume\
873.5 ft Min.
Sediment
Storage
FOREBAY
Permanent Pool Elevation 18.5
Pool
------Sediment Removal Elevation 874.5 Volume
Bottom Elevation
MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
1 -ft
Storage

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Trvon International Equestrian Center Stormwater Treatment
BMP drainage area number:Area #7
Print name: Jew Brow e\
Title: ?ro s e ci t`t'� an 01,0 2 r
Address: e%fn 59 �,a..,�iv I�La,'ns ! ►'�,•b•, C ��?�� '-
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I + -k E - , a Notary Public for the State of
L , County of Po ! Ae, , do hereby certify that
Z%:H K personally appeared before me this
day of tw !and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
MARK E WOODBRIDGE
^'' B Notary Public, North Carolina
Polk County
My Commission Expires
June 09, 2018
SEAL
My commission expires.gtlef / %a.# fs—
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

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TRYON EQUESTRIAN
8/18/2014
STORMWATER TREATMENT AND RETENTION AREA 7
Data
Total drainage area(Acres)
Impervious drainage (Acres)
First Flush depth (in)
11.62 506,167
.3.611 157,252
1
RUNOFF VOLUME — SIMPLE METHOD
Rv = 0.05 + 0.9*IA
13903
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 = 0.33
WATER QUALITY VOLUME DETERMINATION
V = 3630*Rp*Rv*A
Where: V = Minimum volume of pond from perm pool to temp pool (ft)
RD = Design storm rainfall depth (in)
A = Watershed area (ac)
RELEASE VOLUME OVER 48 HOURS
Flow rate to allow release over 48 hours = Volume/release time
D = V((4*Q)/ITT*Cd*V(2*9*H)))
Where: Q = Flowrate (cfs).
Cd = Coefficient of Discharge = 0.6
g = acceleration of gravity (ft/sec sqrd) = 32.2
H = Headwater (ft)
Use a 1.5" orifice

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Permit No.
(to be provided by DWQ)
ATA
OF WATF9
O
WDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Tryon International Equestrian Center
Contact person David Odom
Phone number 828-247.4495
Date 10/13/2014
Drainage area number Area 7
II. DESIGN INFORMATION
Site Characteristics
Drainage area
506,167 ft
Impervious area, post -development
157,252 ft
% impervious
31.07 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
(unitless)
Minimum volume required
13,903 ft3
Volume provided 31,008 ft3
Storage Volume: SA Waters
1.5' runoff volume ft3
Pre -development 1 -yr, 24 -hr runoff ft3
Post -development 1 -yr, 24 -hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
N (Y or N)
1 -yr, 24 -hr rainfall depth
in
Rational C, pre -development
(unitless)
Rational C, post -development
(unitless)
Rainfall intensity: 1 -yr, 24 -hr storm
in/hr
Pre -development 1 -yr, 24 -hr peak flow
ft3/sec
Post -development 1 -yr, 24 -hr peak flow
ft3lsec
Pre/Post 1 -yr, 24 -hr peak flow control
ft3/sec
Elevations
Temporary pool elevation
880.50 fmsl
Permanent pool elevation
878.50 fmsl
SHWT elevation (approx. at the perm. pool elevation)
878.00 6msl
Top of 1 Oft vegetated shelf elevation
879.00 fmsl
Bottom of 1 Oft vegetated shelf elevation
878.00 fmsl
Sediment cleanout, top elevation (bottom of pond)
875.00 fmsl
Sediment cleanout, bottom elevation
874.00 fmsl
Sediment storage provided
1.00 ft
Is there additional volume stored above the state -required temp. pool?
N (Y or N)
Elevation of the top of the additional volume
fmsl
OK, volume provided is equal to or in excess of volume required.
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & 11 Design Summary, Page 1 of 2

II. DESIGN INFORMATION
Surface Areas
Area, temporary pool
12,546 ft
Area REQUIRED, permanent pool
6,985 ft
OK
SAIDA ratio
1.38 (unitless)
OK
Area PROVIDED, permanent pool, Ap._p.,
7,008 fl`
OK
Area, bottom of 10ft vegetated shelf, Ab, hit
5,146 W
OK
Area, sediment cleanout, top elevation (bottom of pond), Ab,;„d
3,241 ft
Volumes
Y (Y or N)
OK
Volume, temporary pool
31,008 ft3
OK
Volume, permanent pool, Vv._,oa
21,375 ft3
OK
Volume, forebay (sum of forebays if more than one forebay)
ff3
OK
Forebay % of permanent pool volume
%
OK
SAIDA Table Data
PUMP
Design TSS removal
85 %
Coastal SAIDA Table Used?
N (Y or N)
Mountain/Piedmont SA/DA Table Used?
Y (Y or N)
SAIDA ratio
1.38 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pool, VP,,,,,,
21,375 ft'
Area provided, permanent pool, Ap._pw
7,008 ft
Average depth calculated
ft
Need 3 It min.
Average depth used in SADA, d.„ (Round to nearest 0.5ft)
ft
Calculation option 2 used? (See Figure 10-2b)
Y (Y or N)
Area provided, permanent pool, AP,r,_pw
7,008 ft`
Area, bottom of 10ft vegetated shelf, Amt a,ej,
5,146 ft`
Area, sediment cleanout, top elevation (bottom of pond), AW-,nd
3,241 fe
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
3.00 ft
Average depth calculated
3.05 ft
OK
Average depth used in SAIDA, da„ (Round to down to nearest 0 5ft)
3.0 ft
OK
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
1.25 in
Area of orifice (if -non -circular)
in'
Coefficient of discharge (CD)
0.60 (unitless)
Driving head (Ho)
0.67 ft
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (CW)
(unitless)
Length of weir (L)
It
Driving head (H)
ft
Pre -development 1 -yr, 24 -hr peak flow
ft3/sec
Post -development 1 -yr, 24 -hr peak flow
f3/sec
Storage volume discharge rate (through discharge orifice or weir)
ft3/sec
Storage volume drawdown time
2.70 days
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of flowpath to width ratio
N/A :1
OK
Length to width ratio
:1
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
1.0 ft
OK
Vegetated filter provided?
Y (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
PUMP
Form SW401-Wet Detention Basin-Rev.9-4/18/12
Permit No.
(to be provided by DW?)
Parts I. & It. Design Summary, Page 2 of 2

Permit No
III. REQUIRED ITEMS CHECKLIST
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROM,
- Overflow device, and
- Boundaries of drainage easement.
_�. 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
_)'7 3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
A I/� - Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
'f'i9r.A 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
K69*4 7. The supporting calculations.
l ] .0did 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.94/18/12
Part III. Required Items Checklist, Page 1 of 1

If Stormwater Enters the LS-VFS from a BMP
Type of BMP Wet detention pond
Peak discharge from the BMP during the design storm 0.08 cfs
Peak discharge from the BMP during the 10 -year storm 3.88 cfs
Maximum capacity of a 100 -foot long LS-VFS 10 cfs
Peak flow directed to the LS-VFS 3.88 cis
Is a flow bypass system going to be used? n (Y or N)
Explanation of any "Other" responses above
Form SW401 - LS-VFS - Mune2012 - Rev 10 page 1 of 3
Op W ATFq
O�
WDENR
y
`
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
I. PROJECT INFORMATION
Project name
Tryon International Equestrian Center Stormwater Treatment
Contact name
David Odom
Phone number
828-247-4495
Date
December 30, 2014
Drainage area number
Area 7
II. DESIGN INFORMATION
The purpose of the LS-VFS
SW Rule: !0 -year drawdown from Wet Pond
Stormwater enters LS-VFS from
A BMP
Type of VFS
Engineered filter strip (graded & sodded, slope < 8%)
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area
fe Do not complete this section of the form.
Impervious surface area
fe Do not complete this section of the form.
Percent impervious
% Do not complete this section of the form.
Rational C coefficient
Do not complete this section of the form.
Peak flow from the 1 in/hr storm
cfs Do not complete this section of the form.
Time of concentration
min Do not complete this section of the forth.
Rainfall intensity, 1 0 -yr storm
in/hr Do not complete this section of the form.
Peak flow from the 10 -yr storm
cfs Do not complete this section of the form.
Design storm
1 inch/hour storm
Maximum amount of flow directed to the LS-VFS
cfs Do not complete this section of the forth.
Is a flow bypass system going to be used?
(Y or N) Do not complete this section of the form.
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from a BMP
Type of BMP Wet detention pond
Peak discharge from the BMP during the design storm 0.08 cfs
Peak discharge from the BMP during the 10 -year storm 3.88 cfs
Maximum capacity of a 100 -foot long LS-VFS 10 cfs
Peak flow directed to the LS-VFS 3.88 cis
Is a flow bypass system going to be used? n (Y or N)
Explanation of any "Other" responses above
Form SW401 - LS-VFS - Mune2012 - Rev 10 page 1 of 3

LS-VFS Design
Forebay surface area
sq ft
Depth of forebay at stormwater entry point
in
Depth of forebay at stormwater exit point
in
Feet of level lip needed per cfs
10
fycfs
Computed minimum length of the level lip needed
39
ft
Length of level lip provided
40
ft
Width of VFS
30
ft
Elevation at downslope base of level lip
874.00
fmsl
Elevation at the end of the VFS that is farthest from the LS
873.00
fmsl
Slope (from level lip to the end of the VFS)
3.33
%
Are any draws present in the VFS?
n
(Y or N) OK
Is there a collector Swale at the end of the VFS?
n
(Y or N)
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10 -year storm)
freeboard (during the 10 -year stone)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
n (Y or N)
�fw11
ft
ft
ft
ft
ft
fVsec
Pick one:
(Y or N)
(Y or N)
W
i B i
Form SW401 - LS-VFS - Mune2012 - Rev. 10 page 2 of 3

III. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the
following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been
met, attach justification.
Requried Item:
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non -engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (08M) agreement.
Initials
Page or plan sheet number and any notes:
j^'eltrne S¢ I-
1-7
0/#
N/A
"'4v-4
A'�igc'
Form SW401 - LS-VFS - 29June2012 - Rev 10 page 3 of 3

SN Element Description Area
ID
5�b br4-5,
Drainage Weighted Accumulated Total Peak Rainfall Time
Node ID Runoff Precipitation Runoff Runoff Intensity of
Coefficient Concentration
(inches) (inches) (cfs) (inches/hr) (days hh:mm:ss)
0.8700
0.60
(acres),
3.21
1
Sub -01
0.51
CB#1
2
Sub -02
0.19
CB#2
3
Sub -03
0.32
CB#3
4
Sub -04
0.36
CB#4
5
Sub -05
0.09
CI#1
6
Sub -06
0.95
CB#5
7
Sub -07
0.15
24 STORM DRAIN
8
Sub -08
0.87
CB#7
9
Sub -09
0.29
CB#200
10
Sub -10
0.07
CB#202
11
Sub -11
0.16
CB #201
12
Sub -12
0.15
CB#203
13
Sub -13
0.92
CB#6
14
Sub -14
0.19
CB #7A
15
Sub -15
0.47
CB#204
16
Sub -16
0.30
CB#205
17
Sub -17
0.47
CB#206
.18
Sub -18
0.49
CB #207
19
Sub -19
0.30 •
CB #208
20
Sub -20
0.53
RING CB#5
21
Sub -21
0.39
RING CB#4
22
Sub -22
0.14
CB #76
23
Sub -23
0.15
CB# 7C
24
Sub -24
0.25
RING CB#2
25
Sub -25
0.31
RING CB#1
26
Sub -26
0.42
CB#7D
- 27
Sub -27
0.43
CB#7E
(inches) (inches) (cfs) (inches/hr) (days hh:mm:ss)
0.8700
0.60
0.53
3.21
7.238
0 00:05:00
0.8700
0.60
0.53
1.20
7.238
0 00:05:00
0.7900
0.60
0.48
1.83
7.238
0 00:05:00
0.5800
0.60
0.35
1.51
7.238
0 00:05:00
0.7300
0.60
0.44
0.48
7.238
0 00:05:00
0.8700
0.60
0.53
5.98
7.238
0 00:05:00
0.8700
0.60
0.53
0.95
7.238
0 00:05:00
0.8700
0.60
' 0.53
5.48
7.238
0 00:05:00
0.5800
0.60
0.35
1.22
7.238
0 00:05:00
0.7200
0.60
0.43
0.37
7.238
0 00:05:00
0.7700
0.60
0.46
0.89
7.238
0 00:05:00
0.8200
0.60
0.50
0.89
7.238
0 00:05:00
0.8700
0.60
0.53
5.79
7.238
0 00:05:00
0.4600
0.60
0.28
0.63
7.238
0 00:05:00
0.7500
0.60
0.45
2.55
7.238
0 00:05:00
0.7300
0.60
0.44
1.59
7.238
0 00:05:00
0.7700
0.60
0.46
2.62
7.238
0 00:05:00
0.5400
0.60
0.33
1.92
7.238
0 00:05:00
0.6700
0.60
0.40
1.46
7.238
0 00:05:00
0.1900
0.60
0.12
0.73
7.238
0 00:05:00
0.1900
0.60
0.12
0.54
7.238
0 00:05:00
0.4200
0.60
0.25
0.43
7.238
0 00:05:00
0.4100
0.60
0.25
0.45
7.238
0 00:05:00
0.1900
0.60
0.12
0.34
_7.238
0 00:05:00
0.1900
0.60
0.12
0.43
7.238
0 00:05:00
0.3500
0.60
0.21
1.06
7.238
0 00:05:00
0.4100
0.60
0.25
1.28
7.238
0 00:05:00

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SN Element X Coordinate Y Coordinate Description
Invert
Boundary
Flap
Fixed
Peak Peak
Maximum
Maximum
ID
Elevation
Type
Gate
Water
Inflow Lateral
HGL Depth
HGL Elevation
Elevation
Inflow
Attained
Attained
- (ft)
(ft)
(cfs) (cfs)
(ft)
(ft)
1 Out-1Pipe - (76) 1082808.82 570633.69
826.86
NORMAL
NO
35.13 0.00
0.81
827.67

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SN
Element Description
Area
Drainage
Weighted
Accumulated
Total
Peak
Rainfall
Time
ID
Node ID
Runoff
Precipitation
Runoff
Runoff
Intensity
of
Coefficient
Concentration
(acres)
(inches)
(inches)
(cfs)
(inches/hr)
(days hh:mm:ss)
1
Sub -01
0.43
CB#9
0.8700
0.60
0.53
2.71
7.238
0 00:05:00
2
Sub -02
0.43
CB#10
0.8700
0.60
0.53
2.71
7.238
0 00:05:00
3
Sub -03
0.16
CB#19
0.8700
0.60
0.53
1.01
7.238
0 00:05:00
4
Sub -04
0.15
CB#11
0.8700
0.60
0.53
0.95
7.238
0 00:05:00
5
Sub -05
0.85
CB#12
0.7700
0.60
0.46
4.74
7.238
0 00:05:00
6
Sub -06
0.15
CB#13
0.8100
0.60
0.49
0.88
7.238
0 00:05:00
7
Sub -07
0.16
CB#20
0.8700
0.60
0.53
1.01
7.238
0 00:05:00
8
Sub -08
0.43
CB#23
0.8700
0.60
0.53
2.71
7.238
0 00:05:00
9
Sub -09
0.43
CB#22
0.8700
0.60
0.53
2.71
7.238
0 00:05:00
10
Sub -10
0.16
CB#21
0.8500
0.60
0.51
0.98
7.238
0 00:05:00
11
Sub -11
0.14
CB#14
0.8000
0.60
0.48
0.81
7.238
0 00:05:00
12
Sub -12
0.83
CB#15
0.7900
0.60
0.48
4.75
7.238
0 00:05:00
13
Sub -13
0.08
CB#24
0.8700
0.60
0.53
0.50
7.238
0 00:05:00
14
Sub -14
0.14
CB#24A
0.8700
0.60
0.53
0.88
7.238
0 00:05:00
15
Sub -15
0.18
CB#25
0.8700
0.60
0.53
1.13
7.238
0 00:05:00
16
Sub -16
0.05
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0.8700
0.60
0.53
0.32
7.238
0 00:05:00
17
Sub -17
0.11
CB#26
0.7500
0.60
0.45
0.60
7.238
0 00:05:00
18
Sub -18
0.47
CB#17
0.8700
0.60
0.53
2.96
7.238
0 00:05:00
19
Sub -19
0.46
CB#27
0.8700
0.60
0.53
2.90
7.238
0 00:05:00
20
Sub -20
0.09
CB#28
0.8000
0.60
0.48
0.52
7.238
0 00:05:00
21
Sub -21
0.12
C1#2
0.7300
0.60
0.44
0.63
7.238
0 00:05:00
22
Sub -22
0.35
CB# 29
0.7800
0.60
0.47
1.98
7.238
0 00:05:00
23
Sub -23
0.36
CB#30
0.8700
0.60
0.53
2.27
7.238
0 00:05:00
24
Sub -24
0.37
CB#31
0.8700
0.60
0.53
2.33
7.238
0 00:05:00
25
Sub -25
0.15
CB#34
0.7400
0.60
0.45
0.80
7.238
0 00:05:00
26
Sub -26
0.23
CB#33
0.7500
0.60
0.45
1.25
7.238
0 00:05:00
27
Sub -27
0.07
CB#32
0.8000
0.60
0.48
0.41
7.238
0 00:05:00
28
Sub -28
0.04
CB#35
0.8000
0.60
0.48
0.23
7.238
0 00:05:00
29
Sub -29
0.36
CB#35A
0.8300
0.60
0.50
2.16
7.238
0 00:05:00
30
Sub -30
0.49
CB#40
0.7900
0.60
0.48
2.80
7.238
0 00:05:00
31
Sub -31
0.30
CB#41
0.8000
0.60
0.48
1.74
7.238
0 00:05:00
32
Sub -32
0.34
CB#42
0.7700
0.60
0.46
1.90
7.238
0 00:05:00
33
Sub -33
0.26
CB#43
0.7800
0.60
0.47
1.47
7.238
0 00:05:00
34
Sub -34
0.26
CB#44
0.8200
0.60
0.50
1.54
7.238
0 00:05:00
35
Sub -35
0.18
CB#45
0.8300
0.60
0.50
1.08
7.238
0 00:05:00
36
Sub -36
0.30
CB#46
0.8700
0.60
0.53
1.89
7.238
0 00:05:00
37
Sub -37
0.53
CB#46
0.8700
0.60
0.53
3.34
7.238
0 00:05:00

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SN Element X Coordinate Y Coordinate Description Invert
Boundary Flap
Fixed
Peak Peak
Maximum
Maximum
ID Elevation
Type Gate
Water
Inflow Lateral
HGL Depth
HGL Elevation
Elevation
Inflow
Attained
Attained
(ft)
(ft)
(cfs) (cfs)
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(ft)
1 Out-1131pe - (162) 1084712.90 570970.93 879.70
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2.11
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SN
Element Description
Area
Drainage
Weighted
Accumulated
Total
Peak
Rainfall
Time
ID
Node ID
Runoff
Precipitation
Runoff
Runoff
Intensity
of
Coefficient
Concentration
(acres)
(inches)
(inches)
(cfs)
(inches/hr)
(days hh:mm:ss)
1
Sub -01
0.25
CB#41A
0.7900
0.60
0.48
1.43
7.238
0 00:05:00
2
Sub -02
0.33
CB#41
0.8100
0.60
0.49
1.94
7.238
0 00:05:00
3
Sub -03
0.26
CB#40
0.8000
0.60
0.48
1.51
7.238
0 00:05:00
4
Sub -04
0.94
ARENA CB#1
0.1900
0.60
0.12
1.29
7.238
0 00:05:00
5
Sub -05
1.04
ARENA CB#2
0.1900
0.60
0.12
1.43
7.238
0 00:05:00
6
Sub -06
1.04
ARENA CB#3
0.1900
0.60
0.12
1.43
7.238
0 00:05:00
7
Sub -07
0.94
AREAN CB#4
0.1900
0.60
0.12
1.29
7.238
0 00:05:00
8
Sub -08
1.04
ARENA CB#5
0.1900
0.60
0.12
1.43
7.238
0 00:05:00
9
Sub -09
0.95
ARENA CB#6
0.1900
0.60
0.12
1.31
7.238
0 00:05:00
10
Sub -10
1.04
ARENA CB#7
0.1900
0.60
0.12
1.43
7.238
0 00:05:00
11
Sub -11
0.94
ARENA CB#8
0.1900
0.60
0.12
1.29
7.238
0 00:05:00
12
Sub -12
0.29
CB#39
0.7800
0.60
0.47
1.64
7.238
0 00:05:00
13
Sub -13
0.52
CB#39A
0.5800
0.60
0.35
2.18
7.238
0 00:05:00
14
Sub -14
0.63
13#38
0.7600
0.60
0.46
3.47
7.238
0 00:05:00
15
Sub -15
0.34
CB#50
0.5700
0.60
0.34
1.40
7.238
0 00:05:00
16
Sub -16
0.06
CB# 37A
0.8700
0.60
0.53
0.38
7.238
0 00:05:00
17
Sub -17
0.06
CB#37
0.8200
0.60
0.50
0.36
7.238
0 00:05:00
18
Sub -18
0.31
CB# 36 A
0.7900
0.60
0.48
1.77
7.238
0 00:05:00
19
Sub -19
0.28
CB#36
0.1900
0.60
0.12
0.39
7.238
0 00:05:00
20
Sub -20
0.40
CB#36AA
0.1900
0.60
0.12
0.55
7.238
0 00:05:00
21
Sub -21
0.24
EX CB
0.1900
0.60
0.12
0.33
7.238
0 00:05:00

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apl+
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pccTrams
SN Element
X Coordinate
Y Coordinate Description
Invert
Boundary Flap
Fixed
Peak Peak
Maximum
Maximum
ID
Elevation
Type Gate
Water
Inflow Lateral
HGL Depth
HGL Elevation
Elevation
Inflow
Attained
Attained
(ft)
(ft)
(cfs) (cfs)
(ft)
(ft)
1 Out-1Pipe - (186)
1084016.14
570735.20
866.90
FREE NO
21.64 0.00
1.37
868.27

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1
SN
Element Description
Area
Drainage
Weighted
Accumulated
Total
Peak
Rainfall
Time
ID
Node ID
Runoff
Precipitation
Runoff
Runoff
Intensity
of
Coefficient
Concentration
(acres)
(inches)
(inches)
(cfs)
(inches/hr)
(days hh:mm:ss)
1
Sub-01
0.08
CB#200
0.8700
0.60
0.53
0.50
7.238
0 00:05:00
2
Sub-02
0.08
CB#201
0.8700
0.60
0.53
0.50
7.238
0 00:05:00
3
Sub-03
1.03
CB#62
0.7500
0.60
0.45
5.59
7.238
0 00:05:00
4
Sub-04
0.79
CB#61
0.7700
0.60
0.46
4.40
7.238
0 00:05:00
5
Sub-05
0.70
CB#60
0.1900
0.60
0.12
0.96
7.238
0 00:05:00
6
Sub-06
0.94
CB#59
0.1900
0.60
0.12
1.29
7.238
0 00:05:00
7
Sub-07
1.54
CB#58
0.1900
0.60
0.12
2.12
7.238
0 00:05:00
8
Sub-08
0.72
CB#67
0.1900
0.60
0.12
0.99
7.238
0 00:05:00
9
Sub-09
0.42
CB#53
0.7600
0.60
0.46
2.31
7.238
0 00:05:00
10
Sub-10
0.53
CB#54
0.7800
0.60
0.47
2.99
7.238
0 00:05:00
11
Sub-11
0.45
CB#55
0.8000
0.60
0.48
2.61
7.238
0 00:05:00
12
Sub-14
1.34
CB#51
0.1900
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Elevation
Inflow
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1084648.78
570891.78
874.20
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Area
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Time
ID
Node ID
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0.56
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0.60
0.48
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0.46
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0.60
0.48
0.12
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0.69
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0.8200
0.60
0.50
4.10
7.238
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0.75
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0.8700
0.60
0.53
4.72
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0.29
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0.8700
0.60
0.53
1.83
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0.60
0.48
1.03
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0.60
0.46
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0.60
0.46
1.60
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0.60
0.43
0.21
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0.60
0.52
0.31
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0.6800
0.60
0.41
0.49
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0.7500
0.60
0.45
0.87
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0.6600
0.60
0.40
0.67
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0.7100
0.60
0.43
1.03
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0.6700
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Elevation
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Runoff
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(inches)
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0.14
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0.8200
0.60
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0.8000
0.60
0.48
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0.8000
0.60
0.48
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0.8100
0.60
0.49
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0.29
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0.6800
0.60
0.41
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0.32
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0.8700
0.60
0.53
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0.8700
0.60
0.53
2.58
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0.22
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0.7900
0.60
0.48
1.26
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12
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0.16
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0.7700
0.60
0.46
0.89
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0.36
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0.8700
0.60
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2.27
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0.68
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0.1900
0.60
0.12
0.94
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0.1900
0.60
0.12
0.52
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0.51
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0.1900
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Element X Coordinate Y Coordinate Description Invert
Boundary
Flap
Fixed
Peak
Peak
Maximum
Maximum
ID
Elevation
Type
Gate
Water
Inflow
Lateral
HGL Depth
HGL Elevation
Elevation
Inflow
Attained
Attained
(ft)
(ft)
(cfs)
(cfs)
(ft)
(ft)
1
Out-113ipe - (236) 1083792.21
572739.59
903.50
FREE
NO
1.15
0.00
0.40
903.90
2
Out-1Pipe - (237) 1083704.33
572541.05
891.30
FREE
NO
5.18
0.00
0.88
892.18
3
Out-1Pipe - (63) 1083194.90
573206.44
878.00
FREE
NO
17.15
0.00
0.71
878.71

y, A-A*,o 2 Swb %qS, "S
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Element Description
Area
Drainage
Weighted
Accumulated
Total
Peak
Rainfall
Time
ID
Node ID
Runoff
Precipitation
Runoff
Runoff
Intensity
of
Coefficient
Concentration
(acres)
(inches)
(inches)
(cfs)
(inches/hr)
(days hh:mm:ss)
1
Sub -01
0.95
EAST C1#6
0.6700
0.47
0.32
3.62
5.693
0 00:05:00
2
Sub -02
1.30
EAST C1#5
0.7000
0.47
0.33
5.18
5.693
0 00:05:00
3
Sub -03
1.41
EAST CI #4
0.6900
0.47
0.33
5.54
5.693
0 00:05:00
4
Sub -04
1.10
EAST CI#3
0.7200
0.47
0.34
4.51
5.693
0 00:05:00
5
Sub -05
1.06
EAST Cl #2
0.6200
0.47
0.29
3.74
5.693
0 00:05:00
6
Sub -06
0.58
EAST CI #1
0.6100
0.47
0.29
2.01
5.693
0 00:05:00
7
Sub -07
0.36
EAST CB#11
0.8000
0.47
0.38
1.64
5.693
0 00:05:00
8
Sub -08
0.33
EAST CB#12
0.8400
0.47
0.40
1.58
5.693
0 00:05:00
9
Sub -09
0.70
EASR CB#9
0.8100
0.47
0.38
3.23
5.693
0 00:05:00
10
Sub -10
0.51
EAST CB#8
0.7500
0.47
0.36
2.18
5.693
0 00:05:00
11
Sub -11
0.66
EAST CB# 7
0.7700
0.47
0.37
2.89
5.693
0 00:05:00
12
Sub -12
0.36
EAST CB#10
0.7900
0.47
0.38
1.62
5.693
0 00:05:00
13
Sub -13
0.30
EAST CB#13
0.8300
0.47
0.39
1.42
5.693
0 00:05:00
14
Sub -14
1.48
EAST CB#41
0.1900
0.47
0.09
1.60
5.693
0 00:05:00
15
Sub -15
1.05
EAST CB#40
0.1900
0.47
0.09
1.14
5.693
0 00:05:00
16
Sub -16
0.76
EAST CB#39
0.1900
0.47
0.09
0.82
5.693
0 00:05:00
17
Sub -17
0.38
EAST CB#38
0.1900
0.47
0.09
0.41
5.693
0 00:05:00
18
Sub -18
0.27
EAST CB#37
0.1900
0.47
0.09
0.29
5.693
0 00:05:00
19
Sub -19
0.45
EAST CB#36
0.1900
0.47
0.09
0.49
5.693
0 00:05:00
20
Sub -20
0.41
EAST CB#15
0.8200
0.47
0.39
1.91
5.693
0 00:05:00
21
Sub -21
0.41
EAST CB#14
0.8200
0.47
0.39
1.91
5.693
0 00:05:00
22
Sub -22
0.74
EAST CB#6
0.8000
0.47
0.38
3.37
5.693
0 00:05:00
23
Sub -23
0.47
EAST CB#5
0.7500
0.47
0.36
2.01
5.693
0 00:05:00
24
Sub -24
1.15
EAST CB# 4
0.7200
0.47
0.34
4.71
5.693
0 00:05:00
25
Sub -25
0.30
EAST CB#16
0.8000
0.47
0.38
1.37
5.693
0 00:05:00
26
Sub -26
0.32
EAST CB#17
0.8000
0.47
0.38
1.46
5.693
0 00:05:00
27
Sub -27
0.41
EAST CB#35
0.1900
0.47
0.09
0.44
5.693
0 00:05:00
28
Sub -28
0.44
EAST CB#34
0.1900
0.47
0.09
0.48
5.693
0 00:05:00
29
Sub -29
0.84
EAST CB#43
0.1900
0.47
0.09
0.91
5.693
0 00:05:00
30
Sub -30
0.56
EAST CB#42
0.1900
0.47
0.09
0.61
5.693
0 00:05:00
31
Sub -31
0.73
EAST CB#32
0.7200
0.47
0.34
2.99
5.693
0 00:05:00
32
Sub -32
0.18
EAST CB#19
0.7700
0.47
0.37
0.79
5.693
0 00:05:00
33
Sub -33
0.26
EAST CB#18
0.7900
0.47
0.38
1.17
5.693
0 00:05:00
34
Sub -34
0.48
EAST CB# 3
0.7900
0.47
0.38
2.16
5.693
0 00:05:00
35
Sub -35
1.16
EAST CB#2
0.7500
0.47
0.36
4.95
5.693
0 00:05:00
36
Sub -36
0.58
EAST CB# 31
0.2600
0.47
0.12
0.86
5.693
0 00:05:00
37
Sub -37
0.58
EAST CB#30
0.2600
0.47
0.12
0.86
5.693
0 00:05:00
38
Sub -38
1.02
EAST CB#44
0.2400
0.47
0.11
1.39
5.693
0 00:05:00 .
39
Sub -39
1.17
EAST CB#45
0.2000
0.47
0.10
1.33
5.693
0 00:05:00
40
Sub -40
1.19
, EAST CB#1
0.7600
0.47
0.36
5.15
5.693
0 00:05:00
41
Sub -41
0.35
EAST CB#20
0.5800
0.47
0.28
1.16
5.693
0 00:05:00
42
Sub -42
0.31
EAST CB#21
0.7900
0.47
0.38
1.39
5.693
0 00:05:00
43
Sub -43
0.27
EAST CB#22
0.7700
0.47
0.37
1.18
5.693
0 00:05:00
44
Sub -44
0.41
EAST CB#23
0.8000
0.47
0.38
1.87
5.693
0 00:05:00
45
Sub -45
0.35
EAST CB# 25
0.6600
0.47
0.31
1.32
5.693
0 00:05:00
46
Sub -46
0.30
EAST CB#29
0.8200
0.47
0.39
1.40
5.693
0 00:05:00
47
Sub -47
0.44
EAST CB#24
0.7800
0.47
0.37
1.95
5.693
0 00:05:00
48
Sub -48
0.43
EAST CB#27
0.6400
0.47
0.30
1.57
5.693
0 00:05:00
49
Sub -49
0.47
EAST CB#28
0.8100
0.47
0.38
2.17
5.693
0 00:05:00
50
Sub -50
0.38
EAST CB# 33
0.1900
0.47
0.09
0.41
5.693
0 00:05:00

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". AAeA �f DurFgli
SN Element X Coordinate Y Coordinate Description
Invert Boundary Flap
Fixed Peak
Peak
Maximum
Maximum
ID
Elevation Type Gate
Water Inflow
Lateral
HGL Depth HGL Elevation
Elevation
Inflow
Attained
Attained
(ft)
(ft) (cfs)
(cfs)
(ft)
(ft)
1 Out-1Pipe - (98) 1085353.66 570564.81
881.00 FREE NO
65.05
0.00
1.54
882.54

TRYON EQUESTRIAN
8/18/2014
STORMWATER TREATMENT AND RETENTION AREA 2 & 3B COMBINED
Data
Total drainage area(Acres) 22.451 977,9221 29492
Impervious drainage (Acres) 7.781 338,897
First Flush depth (in) 1
RUNOFF VOLUME — SIMPLE METHOD
RV = 0.05 + 0.9*IA
RECEIVED
FEB 02 2015
DENR-L.4ND QUA'_ITY
STORMWATER PERMITTING
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 = 0.36
WATER QUALITY VOLUME DETERMINATION
V = 3630*Rp*Rv*A
Where: V = Minimum volume of pond from perm pool to temp pool (ft)
RD = Design storm rainfall depth (in)
A = Watershed area (ac)
RELEASE VOLUME OVER 48 HOURS
Flow rate to allow release over 48 hours = Volume/release time
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 sgrd) = 32.2
H = Headwater (ft)
Use a 2.00" orifice
I zCo- to • 0 G=S

TRYON EQUESTRIAN
8/18/2014
STORMWATER TREATMENT AND RETENTION AREA 3A
Data
Total drainage area(Acres) 12.741 554,954 8552
Impervious drainage (Acres) 1.911 83,200
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 = 0.18
WATER QUALITY VOLUME DETERMINATION
V = 3630*Rp*Rv*A
Where: V = Minimum volume of pond from perm pool to temp pool (fi)
RD = Design storm rainfall depth (in)
A = Watershed area (ac)
RELEASE VOLUME OVER 48 HOURS
Flow rate to allow release over 48 hours = Volume/release time
D = y((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)
Use a 1.00" orifice

TRYON EQUESTRIAN
8/18/2014
STORMWATER TREATMENT AND RETENTION AREA 4
Data
Total drainage area(Acres) 8.47 368,953 11926
Impervious drainage (Acres) 33.181 138,521
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 = 0.39
WATER QUALITY VOLUME DETERMINATION
V = 3630*Ro*Rv*A
Where: V = Minimum volume of pond from perm pool to temp pool (ft)
RD = Design storm rainfall depth (in)
A = Watershed area (ac)
RELEASE VOLUME OVER 48 HOURS
Flow rate to allow release over 48 hours = Volume/release time
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 sgrd) = 32.2
H = Headwater (ft)
Use a 1.25" orifice
�� res� FLush �• l0 3c�s

TRYON EQUESTRIAN
8/18/2014
STORMWATER TREATMENT AND RETENTION AREA 6
Data
Total drainage area(Acres) 14.741 642,0741 17834
Impervious drainage (Acres) 4.641 202,118
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 = 0.33
WATER QUALITY VOLUME DETERMINATION
V = 3630*Ro*RV*A
Where: V = Minimum volume of pond from perm pool to temp pool (ft)
RD = Design storm rainfall depth (in)
A = Watershed area (ac)
Min Vol. (cuft) = 17834 - J
RELEASE VOLUME OVER 48 HOURS
Flow rate to allow release over 48 hours = Volume/release time
Rate (cfs) = 0.10
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) --=- 1.67_
Use a 1.5" orifice
1.0q CFS

TRYON EQUESTRIAN
8/18/2014
STORMWATER TREATMENT AND RETENTION AREA 8
Data
Total drainage area(Acres) 30.65 1,335,114 40618
Impervious drainage (Acres) 10.731 467,399
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 = 0.37
WATER QUALITY VOLUME DETERMINATION
V = 3630*Ro*Rv*A
Where: V = Minimum volume of pond from perm pool to temp pool (ft)
RD = Design storm rainfall depth (in)
A = Watershed area (ac)
Min Vol. (cuft) = 40618 - -
RELEASE VOLUME OVER 48 HOURS
Flow rate to allow release over 48 hours = Volume/release time
Rate (cfs)
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) 2.52
Use a 2.25" orifice

W
Project: BED 2 & 3B VOLUME 1-26-15
Chamber Model -
Units -
Number of Chambers -
Number of End Caps -
Voids in the stone (porosity) -
Base of Stone Elevation -
Amount of Stone Above Chambers -
Amount of Stone Below Chambers -
Area of system -
MC -3500
Imperial
r
140
Incremental
Single End Cap
cubic feet
10
Incremental
End Cap
cubic feet
40
%
87348
ft
19
in 0 r
9
in
8315
sf Min Area -
StormTech•
ntlude Penmeter Stone in Calcuiad1
7359 sf min area
73 000
000
Height of
System
(inch s
Incremental Single
Chamber
cubic feet
Incremental
Single End Cap
cubic feet
Incremental
Chambers
cubic feet
Incremental
End Cap
cubic feet
Incremental
Stone
cubic feet
Incremental Ch,
EC and Stone
cubic feet
Cumulative
System
cubic feet
Elevation
feet
73 000
000
000
000
27717
27717
2955847
87956
72 000
000
000
000
277.17
27717
29281 30
87948
71 000
000
000
000
27717
277.17
2900413
87940
70 000
000
000
000
27717
27717
2872697
87931
69 000
000
0.00
000
277.17
27717
2844980
87923
68 000
000
000
000
277 17
277.17
2817263
87915
67 000
000
000
000
27717
27717
2789547
87906
66 000
000
000
000
27717
27717
2761830
87898
65 000
000
000
000
27717
27717
27341 13
87890
64 000
000
000
000
277.17
27717
2706397
87881
63 000
000
000
000
27717
27717
2678680
87873
62 000
000
000
000
277 17
277 17
2650963
87865
61 000
000
000
000
277 17
277 17
2623247
87856
60 000
000
000
0.00
277 17
277 17
2595530
87848
59 000
000
000
0.00
277 17
277 17
2567813
87840
58 000
000
000
000
27717
277 17
2540097
878.31
57 000
000
000
000
277 17
277 17
2512380
87823
56 000
000
000
000
277 17
27717
2484663
87815
55 000
000
000
000
277 17
27717
2456947
87806
54 006
000
813
0.00
27391
28205
2429230
87798
53 0.19
002
2717
024
26620
29361
2401025
87790
52 029
004
41 15
038
26055
30208
23716 64
87781
51 040
005
5651
052
25436
311.38
2341455
87773
50 069
007
9621
068
23841
33530
2310317
87765
49 103
009
14396
088
21923
364 07
2276788
87756
48 125
Oil
17493
107
20676
38277
2240380
87748
47 142
013
19911
126
197.02
39739
2202103
87740
46 1 57
014
22024
144
18849
41018
2162364
87731
45 1 71
016
23900
163
18091
421.54
2121346
87723
44 183
018
25599
182
17404
43185
2079192
877 15
43 194
020
27129
201
16785
441 14
2036007
87706
42 204
022
28572
218
16201
44991
1991893
87698
41 213
023
29886
235
15668
45789
1946902
87690
40 222
025
31139
251
15161
46550
19011 13
87681
39 231
027
32295
266
14692
47253
1854563
87673
38 238
028
33387
280
142.50
47917
1807310
87665
37 246
0.29
34427
294
13828
48549
1759393
87656
36 253
031
35394
308
13436
491 38
1710844
87648
35 259
032
363.12
321
13063
49697
1661705
87640
34 266
033
371 85
334
12709
50228
1612009
87631
33 272
035
38011
3.47
12373
50732
1561780
87623
32 277
036
387.98
360
12053
51211
1511049
87615
31 2.82
037
39545
372
11750
51667
1459837
87606
30 288
038
40256
384
11460
52101
14081 70
87598
29 292
040
40938
396
11183
52517
1356069
87590
28 297
041
41578
4.08
10922
52908
1303552
87581
27 301
042
421.74
419
10679
53272
1250644
87573
26 305
043
427.46
430
10447
53622
1197371
87565
25 309
044
433.20
440
10213
53973
1143749
87556
24 313
045
43828
451
10005
54284
1089777
87548
23 317
046
44319
4.61
98.05
54585
1035493
87540
22 320
047
447.92
471
- 96 11
54874
980908
87531
21 323
048
45236
480
9430
55146
926034
87523
20 326
049
45660
489
9257
55406
870887
87515
19 329
0.50
46064
498
9092
55654
815481
87506
18 332
051
464 51
506
89.34
55891
759828
87498
17 334
051
46818
514
8784
561 16
703936
87490
16 337
052
47161.
522
8644
56326
647820
87481
15 339
053
47495
5.30
85.07
56531
591494
87473
14- 341
054
47804
5.37
8381
56721
534963
87465
13 344
054
481 18
543
8252
56914
478242
87456
12 346
055
48408
549
81.34
57091
421328
87448
11 348
056
48702
555
8014
57271
364237
87440
10 351
059
49071
595
7850
57516
306966
87431
9 000
000
000
0.00
27717
27717
249450
87423
8 0 00
000
000 '
000
277 17
27717
221733
87415
7 000
000
000
000
277 17
27717
194017
87406
6 0.00
0.00
000
0.00
277 17
27717
166300
87398
5 000
000
000
000
277 17
27717
138583
87390
4 000 •,
000
0.00
000
277 17
27717
1108.67
87381
3 000
0,00
0.00
000
277 17
27717
831 50
87373
2 000
600
000
000
277 17
27717
55433
87365
1 000.
0 00
000
000
27717
27717
277.17
87356
FEB 021015
VEpRALITyVR�MITTIN
PERMITTING

Project: BED 3A VOLUME -1-26-15
Chamber Model -
Units -
Number of Chambers -
Number of End Caps -
Voids In the stone (porosity) -
Base of Stone Elevation -
Amounl of Stone Above Chambers -
Amount of Stone Below Chambers -
Area of system -
Stormlbbh-
ownan•aarzn •msomr
M .
❑� Include Perimeter Stone in Calculations
sf Min. Area - 2395 sf min. area
66 0.00
0.00
Height of
System
(inches)
Incremental Single
Chamber
cubic feet
Incremental
Single End Cap
cubic fee
Incremental
Chambers
cubic feet
Incremental
End Cap
cubic feet
Incremental
Stone
cubic feet
Incremental Ch,
EC and Stone
cubic feet
Cumulative
System
cubic feet
Elevation
feet
66 0.00
0.00
0.00
0.00
89.63
8963
8890.19
85800
65 0.00
000
000
000
89.63
89.63
8800.56
857.92
64 0.00
0.00
0.00
0.00
8963
89.63
871093
85783
63 0.00
0.00
0.00
000
89.63
8963
8621 29
857.75
62 0.00
0.00
000
000
89.63
8963
8531 66
85767
61 0.00
0.00
000
000
89.63
8963
8442.03
85758
60 0.00
000
000
0.00
89.63
89.63
8352.39
857.50
59 0.00
0.00
0.00
000
89.63
89.63
8262.76
857.42
58 0.00
0.00
0.00
000
89.63
89.63
8173.13
85733
57 0.00
000
000
000
8963
89.63
808349
857.25
56 000
000
000
000
89.63
8963
7993.86
85717
55 0.00
000
000
0.00
8963
89.63
790423
85708
54 0.06
000
256
0.00
88.61
91.17
7814.59
857.00
53 0.19
002
8.54
0.19
86.14
94.87
7723.43
856.92
52 029
0.04
1293
030
8434
97.57
7628.56
85683
51 040
0.05
1776
0.41
8236
100.54
753098
856.75
50 0.69
007
30.24
054
77.32
10810
743044
85667
49 1.03
009
45.25
0.71
71 25
117.20
732234
856.58
48 1.25
Oil
54.98
0.86
67.30
12314
7205.14
85650
47 1.42
013
6258
1.01
64.20
127.79
7082.01
85642
46 1.57
0.14
69.22
1 16
61.48
13186
6954.22
85633
45 1.71
0.16
7511
1.30
5907
135.48
682236
85625
44 1.83
018
80.45
145
56.87
13878
6686.88
85617
43 1.94
020
85.26
1.60
54.89
141 75
6548.10
85608
42 2.04
022
89.80
1.75
53.02
14456
6406.35
856.00
41 213
0.23
9393
1.88
51.31
147.12
6261.79
855.92
40 222
0.25
9787
2.00
4969
149.56
611487
85583
39 231
027
101.50
212
48.18
151 81
596512
855.75
38 2.38
028
104.93
224
46.77
15394
5813.31
855.67
37 2.46
0.29
10820
2.35
45.41
155.96
5659.37
855.58
36 2.53
031
111.24
2.46
44.15
157.85
5503.41
855.50
35 259
0.32
11412
257
42.96
159.65
534555
855.42
34 2.66
0.33
11687
268
41 82
161 36
5185.90
85533
33 2.72
035
119.46
278
40.74
16298
502455
855.25
32 2.77
036
121.94
288
39.71
164.52
486157
85517
31 282
0.37
12428
2.98
38.73
165.99
4697.05
855.08
30 2.88
0.38
126.52
3.07
3780
167.39
4531.05
85500
29 292
0.40
12866
317
3690
16873
436366
854.92
28 2.97
041
130.68
3.26
3606
16999
4194.93
85483
27 3.01
0.42
132.55
3.35
35.27
17117
4024.94
854.75
26 3.05
0.43
13434
3.44
34.52
172.30
385377
854.67
25 3.09
044
13615
3.52
33.76
173.44
3681.46
854.58
24 313
0.45
137.74
361
3309
174.44
3508.03
85450
23 3.17
0.46
13929
369
32.44
17542
333358
854.42
22 3.20
0.47
140.78
3.77
31.82
176.36
315817
854.33
21 323
048
142.17
3.84
31.23
177.24
298181
854.25
20 3.26
049
14350
3.91
30.67
17808
280457
854.17
19 3.29
050
14477
3.98
30.13
17889
262649
854.08
18 3.32
051
145.99
405
2962
17966
244760
85400
17 3.34
0.51
147.14
412
29.13
180.39
2267.94
853.92
16 3.37
0.52
148.22
4.18
28.67
181.07
2087.55
853.83
15 3.39
0.53
14927
4.24
28.23
181.74
190648
853.75
14 3.41
0.54
150.24
429
2782
182.35
1724.74
853.67
13 344
0.54
151 23
4.35
27.40
18298
154239
85358
12 346
055
152.14
4.40
27.02
18355
135941
853.50
11 348
056
153.06
4.44
26.63
184.14
1175.86
85342
10 351
059
15422
4.76
26.04
185.02
991.72
85333
9 0.00
0.00
0.00
0.00
8963
8963
806.70
853.25
8 0.00
0.00
0.00
000
8963
89.63
717.07
853.17
7 0.00
0.00
000
000
89.63
8963
627.43
853.08
6 0.00
0.00
000
000
89.63
89.63
537.80
85300
5 000
0.00
0.00
0.00
69.63
89.63
44817
85292
4 000
000
0.00
0.00
8963
89.63
35853
85283
3 0.00
0.00
0.00
000
8963
8963
268.90
852.75
2 0.00
0.00
000
0.00
89.63
8963
179.27
85267
1 000
0.00
000
0.00
8963
8963
89.63
85258

Project: BED 4 VOLUME 1-26-15
000
Height of
System
(inches
I Incremental Single
Chamber
cubic feet
S nnTebch-
Chamber Model -
MC -3500
Incremental
Stone
cubic feet
Units-
Imperial,,,,
o�.a�m•up,acy
Number of Chambers -
60
Number of End Caps -
10
64 0.00
Voids in the stone (porosity) -
40
%
Base of Stone Elevation -
666 18
ft ❑' Include Per. -der Stone in Calculations
Amount of Stone Above Chambers -
12
in
Amount of Stone Below Chambers -
9
lin
Area of system -
1 3857
Isf Min. Area - 3250 sf min. area
66 000
000
Height of
System
(inches
I Incremental Single
Chamber
cubic feet
Incremental
Single End Cap
cubic feet
Incremental
Chambers
cubic feet
Incremental
End Cap
cubic feet
Incremental
Stone
cubic feet
Incremental Ch,
EC and Stone
cubic feet
Cumulative
System
cubic feet
Elevation
feet
66 000
000
0,00
0.00
12857
128.57
1253323
893.68
65 0.00
0.00
0.00
0.00
12857
128.57
1240467
89360
64 0.00
0.00
0.00
0.00
128.57
128.57
12276.10
89351
63 0.00
0.00
0.00
000
12857
12857
1214753
89343
62 0.00
0.00
0.00
000
12857
12857
12018.97
893.35
61 000
000
0.00
0.00
12857
128.57
1189040
893.26
60 0.00
0.00
0.00
0.00
128.57
128.57
11761 83
89318
59 0.00
000
0.00
0.00
128.57
128.57
1163327
89310
58 0.00
000
0.00
000
12857
12857
1150470
893.01
57 000
0.00
000
000
128.57
128.57
11376.13
892.93
56 0.00
0.00
000
0.00
128.57
128.57
11247.57
89285
55 0.00
0.00
0.00
0.00
12857
128.57
1111900
892.76
54 0.06
0.00
3.49
000
12717
13066
1099043
892.68
53 0.19
002
11.65
0.24
123.81
135.70
10859.78
89260
52 0.29
0.04
17.64
038
121 36
139.37
10724.08
89251
51 0.40
0.05
2422
0.52
11867
143.41
10584.70
892.43
50 069
0.07
41.23
0.68
111.80
153.71
10441.30
892.35
49 1.03
009
61.70
088
103.53
166.11
10287.59
89226
48 1.25
0.11
74.97
1.07
9815
17419
1012147
892.18
47 1.42
0.13
8533
1.26
93.93
18053
9947.28
892.10
46 1.57
0.14
94.39
144
90.23
186.07
9766.75
892.01
45 1.71
0.16
102.43
1.63
86.94
191.00
9580.69
89193
44 1.83
0.18
10971
1.82
83.96
19548
938969
891.85
43 1.94
0.20
116.27
2.01
81.26
199.53
919420
891.76
42 204
022
122.45
2.18
78.71
203.35
8994.67
891.68
41 2.13
0.23
12808
2.35
76.39
206.83
8791 33
891.60
40 2.22
0.25
133.45
2.51
74.18
21014
8584.50
89151
39 2.31
0.27
138.41
2.66
7214
21320
8374.36
89143
38 2.38
028
143.09
280
70.21
216.10
8161.16
891 35
37 2.46
0.29
14755
2.94
6837
218.86
7945.06
891.26
36 2.53
0.31
15169
3.08
6666
221.43
772620
891.18
35 2.59
032
155.62
3.21
65.03
22387
750477
891.10
34 2.66
033
159.36
3.34
6348
22619
7280.90
891 01
33 2.72
035
162.91
347
62.02
22839
705471
690.93
32 277
0.36
16628
360
60.62
230.49
6826.32
890.85
31 2.82
0.37
16948
3.72
5929
23249
6595.83
89076
30 2.88
038
172.53
3.84
5802
23439
636334
89068
29 292
0.40
175.45
396
56.80
236.21
6128.95
89060
28 2.97
041
17819
4.08
55.66
237.93
5892.74
890.51
27 301
0.42
18075
4.19
54.59
239.53
565481
890.43
26 305
0.43
183.20
4.30
53.57
241.06
541528
890.35
25 3.09
044
185.66
4.40
52.54
24260
517422
890.26
24 313
0.45
187.83
451
51.63
243.97
4931.62
890.18
23 3.17
046
18994
4.61
50.75
245.30
4687.65
890.10
22 3.20
047
19197
4.71
4990
24657
444235
89001
21 323
0.48
19387
4.80
4910
247.77
4195.78
88993
20 326
0.49
195.68
4.89
48.34
248.91
394801
88985
19 329
050
197.42
4.98
47.61
250.00
3699.10
889.76
18 332
051
19908
506
46.91
251.05
344910
889.68
17 3.34
051
20065
5.14
46.25
25204
319805
88960
16 3.37
0.52
202.12
522
45.63
252.97
2946.00
88951
15 3.39
0.53
203.55
530
45.03
253.87
2693.03
889.43
14 3.41
054
20487
537
44.47
254.71
243916
889.35
13 344
0.54
20622
543
43.91
25556
218445
88926
12 3.46
055
20746
5.49
43.38
256.34
192889
88918
11 3.48
056
208.72
5.55
4286
257.13
167255
889.10
10 3.51
0.59
210.31
5.95
42.06
258.32
1415.42
889.01
9 0.00
0.00
0.00
0.00
128.57
128.57
115710
888.93
8 0.00
0.00
000
0.00
128.57
12857
102853
888.85
7 0.00
0.00
0.00
0.00
12857
128.57
899.97
888.76
6 000
0.00
0.00
000
128.57
12857
77140
888.68
5 0.00
000
000
000
128.57
12857
64283
888.60
4 0.00
000
000
0.00
128.57
12857
51427
888.51
3 000
0.00
0.00
000
128.57
128.57
385.70
888.43
2 000
0.00
0.00
000
12857
128.57
257.13
88835
1 0.00
000
0.00
000
12857
128.57
12857
88826

Project: BED 6 1-21-16
Chamber Model -
Units -
Number of Chambers -
Number of End Caps -
Voids in the stone (porosity) -
Base of Stone Elevation -
Amount of Stone Above Chambers -
Amount of Stone Below Chambers -
Area of system -
MC -3
Impe
10(
8
40
886'
12
9
r
597
StormTech-
omcm•r.�•mosy
{A fidnon of uiiiu"�ZA.
+❑ Include -nmeter Stone in Calculations
Min Area - 5271 sf min. area
66 0.00
000
Height of
System
Inches
I Incremental Single
Chamber
cubic feet
Incremental
Single End Cap
cubic feet
Incremental I
Chambers
cubic feet
Incremental
End Cap
cubic feet
I Incremental
Stone
cubic feet
In Ch,
EC and Stone
cubic feet
Cumulative
System
cubic feet
Elevation
feet
66 0.00
000
000
000
19920
19920
19815.82
892.28
65 000
000
000
000
19920
199.20
19616.62
89220
64 0.00
000
000
000
199.20
19920
19417.42
892.11
63 0.00
0.00
000
0.00
19920
199.20
19218.22
89203
62 000
000
000
0.00
19920
199.20
19019.02
89195
61 0.00
000
0.00
000
199.20
199.20
1881982
89186
60 0.00
0.00
000
0.00
19920
19920
18620.62
891 78
59 000
0.00
0.00
000
19920
199.20
1842142
891 70
58 000
000
000
000
19920
19920
18222.22
891 61
57 000
000
0.00
000
199.20
19920
1802302
891 53
56 0.00
000
000
0.00
199.20
199.20
1782382
89145
55 000
000
0.00
000
199.20
19920
1762462
891.36
54 0.06
000
5.81
000
196.88
20269
1742542
891.28
53 0.19
002
1941
0.19
191.36
21096
1722273
891.20
52 0.29
004
2940
0.30
187.32
21702
17011 77
891.11
51 0.40
005
4036
0.41
182.89
223.67
1679476
89103
50 0.69
007
68.72
0.54
171.50
24076
16571.09
89095
49 1.03
009
10283
0.71
157.79
261.32
1633033
890.86
48 1.25
Oil
12495
0.86
14888
27469
1606901
890.78
47 1.42
0.13
142.22
1.01
141.91
28514
15794.33
89070
46 1.57
014
15731
1.16
135.81
294.28
1550919
890.61
45 1.71
0.16
17072
1.30
13039
30241
15214.91
890.53
44 1.83
0.18
182.85
1.45
125.48
30978
14912.49
890.45
43 1.94
0.20
193.78
160
121.05
31643
14602.71
89036
42 2.04
022
20408
1.75
11687
322.70
14286.28
890.28
41 2.13
0.23
21347
1.88
113.06
32841
13963.59
890.20
40 2.22
0.25
22242
2.00
10943
333.86
13635.18
890.11
39 2.31
0.27
230.68
212
10608
338.88
13301 32
89003
38 2.38
028
23848
2.24
10291
343.63
1296244
889.95
37 2.46
0.29
24591
235
99.90
34816
12618.81
889.86
36 2.53
0.31
25282
246
97.09
352.37
12270.65
889.78
35 259
032
25937
2.57
94.42
35637
11918.29
889.70
34 2.66
0.33
265.61
268
9189
360.17
1156192
889.61
33 272
0.35
271 51
2.78
89.49
363.77
11201 75
889.53
32 2.77
0.36
27713
288
87.20
367.21
10837.98
889.45
31 2.82
0.37
28247
298
85.02
370.47
10470.77
889.36
30 2.88
0.38
287.55
3.07
82.95
373.57
10100.31
889.28
29 292
0.40
29241
317
80.97
37655
9726.73
88920
28 297
0.41
29699
3.26
79.10
37935
9350.19
889.11
27 3.01
0.42
301.25
3.35
77.36
38196
8970.84
889.03
26 305
0.43
30533
3.44
75.69
.38446
8588.88
888.95
25 309
0.44
30943
3.52
74.02
386.97
8204.42
888.86
24 313
0.45
313.06
3.61
72.54
389.20
7817.45
88878
23 317
046
31657
369
71.10
391.35
742825
888.70
22 320
047
31995
377
69.72
393.43
7036.90
888.61
21 323
048
32311
384
68.42
395.37
6643.48
888.53
20 326
049
32614
391
67.18
39723
624810
888.45
19 329
050
329.03
398
66.00'
399.01
585087
888.36
18 332
051
33180
4 05
64.86
400.71
545187
888.28
17 334
051
33441
4.12
63.79
402.32
5051.16
888.20
16 3.37
052
336.86
4.18
62.78
403.82
4648.84
888.11
15 339
053
33925
424
6181
40529
424502
888.03
14 3.41
054
341.45
4.29
60.90
40665
3839.72
88795
13 344
054
34370
4.35
5998
40803
3433.08
887.86
12 346
055
34577
4.40
59.13
409.30
302505
887.78
11 348
0.56
34787
444
58.28
410.59
261575
887.70
10 351
0.59
35051
476
57.09
412.36
220516
887.61
9 000
000
000
0.00
199.20
19920
179280
88753
8 0.00
0.00
000
0.00
19920
19920
159360
887.45
7 0.00
0.00
000
0.00
199.20
199.20
139440
88736
6 0.00.
0.00
0.00
000
19920
199.20
119520
887.28
5 000
000
0.00
0.00
19920
19920
996.00
88720
4 000
000
0.00
0.00
19920
19920
79680
88711
3 0.00
0.00
0.00
0.00
199.20
199.20
59760
887.03
2 000
0.00'
000
000
199.20
199.20
398.40
886.95
1 000
000
000
0.00
199.20
19920
19920
886.86

Project: BED 8 1-21-15
0.00
Height of
System
Inches
Incremental Single
Chamber
cubic feet
Incremental
Single End Cap
cubic feet
Incremental
Chambers
cubic feet
Incremental
End Cap
cubic feet
S nnT4Jbh-
Chamber Model -
MC -3500
Elevation
feet
0.00
Units -
Imperial
4100276
885.67
Number of Chambers-
215
000
.9dhidonOfM
Number of End Caps -
16
4059236
88558
Voids in the stone (porosity) -
40
%
000
Base of Stone Elevation -
880.25
ft
Include Perimeter Stone in Calculations
Amount of Stone Above Chambers -
12
in
000
Amount of Stone Below Chambers -
9
in
885.42
Area of system -
12312
sf Min.
Area - 11312 sf min. area
66 0.00
0.00
Height of
System
Inches
Incremental Single
Chamber
cubic feet
Incremental
Single End Cap
cubic feet
Incremental
Chambers
cubic feet
Incremental
End Cap
cubic feet
Incremental
Stone
cub1c feet
Incremental Ch,
EC and Stone
cubic feet
Cumulative
System
cubic feet
Elevation
feet
66 0.00
0.00
0.00
0.00
410.40
410.40
41413.16
885.75
65 0.00
0.00
0.00
0.00
410.40
410.40
4100276
885.67
64 0.00
0.00
000
000
410.40
410.40
4059236
88558
63 000
0.00
0.00
000
410.40
410.40
40181.96
885.50
62 0.00
0.00
000
000
410.40
410.40
39771 56
885.42
61 000
0.00
000
000
410.40
410.40
39361.16
885.33
60 0.00
0.00
000
0.00
41040
41040
3895076
88525
59 000
0.00
000
000
410.40
410.40
3854036
885.17
58 0.00
000
0.00
0.00
410.40
410.40
38129.96
885.08
57 0.00
000
0.00
0.00
410.40
41040
37719.56
885.00
56 0.00
0.00
000
000
41040
41040
3730916
88492
55 0.00
000
0.00
0.00
410.40
410.40
3689876
88483
54 0.06
000
12.49
0.00
405.40
417.89
3648836
88475
53 019
0.02
4173
0.38
39355
43567
3607047
884.67
52 0.29
004
63.20
0.60
384.88
448.68
3563480
88458
51 0.40
005
86.78
0.82
37536
462.97
3518612
88450
50 0.69
0.07
14774
1.08
35087
49970
3472316
884.42
49 1.03
009
221.08
1.41
321.40
543.90
34223.46
884.33
48 1 25
0.11
26865
1.71
30225
57262
33679.56
884.25
47 142
0.13
30578
2.02
28728
59508
33106.95
884.17
46 1.57
0.14
338.22
2 31
27419
614.72
3251186
88408
45 1 71
0.16
36704
2.61
262.54
632.19
31897.14
88400
44 1.83
0.18
393.13
2.91
251.99
648.02
31264.96
88392
43 1.94
0.20
416.62
3.21
242.47
662.30
30616.94
88383
42 2.04
022
438.78
349
23349
675.76
29954.64
883.75
41 2.13
0.23
458.96
3.76
225.31
688.03
29278.88
883.67
40 2.22
025
478.21
401
217.51
699.73
28590.85
883.58
39 2.31
0.27
495.96
425
210.32
710.53
27891.12
883.50
38 2.38
0.28
51273
4.48
203.52
720.72
27180.59
88342
37 2.46
029
528.71
470
197.04
73044
26459.87
883.33
36 2.53
0.31
543.56
4.93
191.01
739.49
2572943
883.25
35 2.59
0.32
557.65
5.14
185.28
748.08
2498994
883.17
34 2.66
033
571.05
535
17984
75624
24241.86
883.08
33 2.72
035
583.75
555
174.68
763.98
2348562
88300
32 2.77
036
595.83
576
16977
771 35
22721.64
88292
31 2.82
037
607.30
596
165.10
77835
2195029
88283
30 2.88
0.38
61822
6.15
16065
78502
21171.93
882.75
29 2.92
040
62869
6.34
156.39
791.42
2038691
88267
28 2.97
041
63853
6.52
15238
79743
19595.49
88258
27 3.01
042
64768
6.70
14865
80303
18798.06
88250
26 3.05
0.43
65645
6.87
145.07
808.40
17995.04
882.42
25 309
044
665 27'
7.05
14147
813.79
17186.64
882.33
24 313
0.45
673.07
7.21
13829
818.57
16372.85
882.25
23 3.17
046
68062
7.37
135.20
823.19
15554.28
882.17
22 320
047
68788
7.53
132.23
827.65
1473109
882.08
21 3.23
048
69469
768
129.45
831.82
13903.44
882.00
20 3.26
0.49
701.20
7.83
126.79
835.82
13071.62
881.92
19 3.29
0.50
707.41
7.97
124.25
83962
12235.80
881.83
18 3.32
0.51
713.36
8.10
121.81
84328
11396.18
881.75
17 3.34
0.51
718.99
8.23
119.51
84673
1055290
881 67
16 3.37
0.52
724.25
8.36
117.36
84996
9706.17
881.58
15 3.39
0.53
729.39
8.47
115.26
85312
8856.20
88150
14 3.41
0.54
734.13
858
113.32
856.03
800309
881.42
13 3.44
0.54
738.96
8.69
11134
858.99
7147.06
88133
12 3.46
0.55
743.41
8.79
109.52
861.72
6288.07
88125
11 3.48
0.56
74792
8.88
10768
864.48
5426.35
881.17
10 351
0.59
75359
9.52
105.15
868.27
4561.87
881.08
9 0.00
0.00
0.00
000
410.40
410.40
369360
881.00
8 0.00
0.00
000
0.00
410.40
410.40
3283.20
880.92
7 0.00
000
000
0.00
410.40
410.40
2872.80
88083
6 000
0.00
0.00
0.00
410.40
410.40
2462.40
880.75
5 0.00
000
000
0.00
41040
410.40
2052.00
88067
4 0.00
0.00
000
000
410.40
410.40
1641 60
88058
3 0.00
0.00
0.00
000
41040
41040
123120
88050
2 0.00
0.00
0.00
000
410.40
41040
82080
880.42
1 0.00
000
0.00
000
410.40
41040
410.40
88033

STORMWATER MONITORING OF TWO STORMTECH®
CHAMBER SYSTEMS IN POLK COUNTY, NC
A Proposal and Quality Assurance Project Plan Draft
Principal Investigator
William F. Hunt, III, Ph.D, P.E., Professor, Extension Specialist & University Faculty Scholar,
Department of Biological and Agricultural Engineering, North Carolina State University'
Co -Investigator
Andrew R. Anderson, M.S., E.I.T., Extension Associate, Department of Biological and
Agricultural Engineering, North Carolina State University
PINS number:
Start Date: January 2015
End Date: April 2016
Total Funds Requested:
Submitted:
'Contact Information: 208 D.S. Weaver Labs, Box 7625, NCSU, Raleigh, NC 27695-7625, (919)
515-6751, bill hunt ,ncsu.edu
2Contact Information: 214 D.S. Weaver Labs, Box 7625, NCSU, Raleigh, NC 27695-7625, (919)
515-8595, arander5(a ncsu.edu

1. Proposal Summary
North Carolina State University will be contracted as a third -party independent researching entity
to evaluate a proprietary underground detention system for hydraulics, hydrology, and water
quality. The stormwater control measure (SCM) will be located at Tryon International Equestrian
Center in Polk County, North Carolina. NC State researchers will evaluate overall sediment,
nitrogen, and phosphorus removal capabilities of the system over the course of 18 storm events. A
final report detailing performance metrics important to the State of North Carolina, as well as the
engineering research field as a whole, will be produced.
2. Project Description
Tasks and Methodolopv
Two StormTech® MC -3500 Chambers, each with Isolator Row® stormwater control measures,
will be monitored. Inflow and outflow hydrology, hydraulics, and water quality data will be
collected from the entire systems. Both sets of MC -3500 chambers will be properly sized for their
respective drainage areas, and thus will have equivalent loading ratios for side-by-side comparison.
The only major difference between the two systems will be the varying soil types beneath each
system, which typically consists of 9" of aggregate.
While the site has numerous chamber systems, monitoring will only be done for beds 2 and 4. The
' schematics of the monitoring schemes for the two systems on the site are shown in Figure 1 and
Figure 2, respectively. System inflow will be monitored using ISCO 6712 automated portable
samplers and area -velocity ISCO 750 modules for each Bed. The collected water will be monitored
for flow and water quality once the underdrain exits the system and ties into a junction box.
Outflow from each system will be measured with ISCO 750 area -velocity modules or weirs built
into the outflow pipe. Rainfall will be collected at the site using a 0.01 -inch resolution tipping
bucket rain gauge, which will be connected to an ISCO 6712 sampler on site. If the sites are more
than 0.25 miles apart, two rain gauges will be used. Table 1 summarizes the equipment needed for
the study. The numbers may vary based on feasibility to install either an area -velocity meter, or use
a weir with a HOBO level logger instead.

Table 1. Summary of monitoring equipment for NCSU evaluation
Item
Qty
ISCO 6712 Automated Sampler
4
ISCO 750 area -velocity module
2-4
V -notch weir plates
2
Tipping -bucket style rain gage (Davis Instruments)
1-2
Boxes to securely house monitoring equipment (constructed in-house)
2
HOBO Water Level Loggers
17-20
Continuous temperature sensors
4
Additionally, water level in each chamber will be monitored by HOBO level loggers contained
within installed perforated 4" -diameter PVC piezometers (see Figure 1 and Figure 2 for specific
placement.) Six of the wells will be placed roughly 10 feet below the aggregate -in-situ soil
interface to measure water table response to the systems. These wells will monitor the shallow
groundwater table, and be able to quantify any effect the detention system has on local
groundwater mounding. The two "deep" piezometers that flank each system will be at least 30 feet
from the edge of the system to capture effects of the mound at a distance from the storage vaults
themselves. For the purpose of water level monitoring (not in combination with weirs), 16 water
level loggers are recommended, with one additional logger used to measure atmospheric pressure
for calibration purposes (making 17 total). As seen in Table 1, additional loggers may be needed
based on a site evaluation by NC State researchers if an area -velocity meter is not feasible. Finally,
temperature of the stormwater will be logged continuously at both inlet and outlet for each bed
system.
After construction, approximately one year will be allocated to monitoring the performance of both
` systems. Four different points on the site will be monitored for various pollutants. These include:
• Before flow enters Bed 2
• After flow leaves Bed 2
• Before flow enters Bed 4
0 After flow leaves Bed 4

Flow -proportional water quality samples will be collected at each ISCO sampler within 48 hours
after a rain event. Local extension personnel may be able to assist in sample collection and
shipment of samples to Raleigh, North Carolina. Samples will be analyzed at an EPA -certified lab
located on campus (North Carolina Center for Applied Aquatic Ecology Laboratory). The
following constituents will be analyzed per storm event per monitoring site, with an objective
number of sampled storms set at 18 with even seasonal distribution:
• Sediment (Total Suspended Solids)
• Total Ammoniacal Nitrogen
• Total Kjeldahl Nitrogen
• Nitrate/Nitrite-Nitrogen
• Total Phosphorus
• Orthophosphate -Phosphorus
Table 2 shows the data quality limits and objectives for each analyte. All equipment can be found
in Appendix Al.
Table 2. Data Parameters and Quality Limits .
Hold
Analyte
Units
MDL
Accuracy
Method
Time
Preservative
Container
TSS
mg/L
1.0
±10%
SM 2540D
7d
Cool/4°C
1 L HDPE
TAN
mg/L
0.045
±10%
SM 4500 NH3 F
28d
Cool/4°C
125 mL pre -
EPA 350.1
acidified plastic
TKN
mg/L
0.26
±10%
EPA 351.2
28d
Cool/4"C
125 mL pre -
acidified plastic
N0y3
mg/L
0.041
±10%
SM 4500 NO3 F
28d
Cool/4'C
125 mL pre -
EPA 353.2
acidified plastic
TP
mg/L
0.025
±10%
SM 4500 P F
28d
Cool/4"C
125 ml pre -
EPA 365.1
acidified plastic
Ortho -P
mg/L
0.079
±10%
SM 4500 P F
48h
Cool/4°C
60 mL amber
EPA 365.1
glass
TN
mg/L
0.301
±10%
TN=TKN+NO2/3-
28d
Cool/4"C
NA
N

From this information, researchers will also be able to calculate Total Nitrogen, Organic Nitrogen,
and Particulate -bound Phosphorus. Sample labels will be properly attached to every sample
container. Sample labels will show clearly the following data:
• Site name and project number
• Sample identification number (event number)
• Date and time sample was collected
• Sample preservation method
• Analysis requested
• Sampling location on the site
Samples will be considered "under custody" when it is:
• In the sample holder's physical possession
• Is in view by the sample holder
• Secured by the sample holder to prevent tampering
Samples will be housed in the ISCO 6712 sampler for no more than 24 hours until such time when
a sampling monitor can pick them up and deliver them to the lab under cool (4 degrees C or less)
conditions.
All water samples will be sent to the NCSU Applied Aquatic Ecology lab (620 Hutton Street Suite
104, Raleigh, NC 27606) which is run by Dr. JoAnn M. Burkholer.
Data Precision, Accuracy, Measurement Range
Precision will be monitored through the use of replicate samples. Replicate samples totaling 24
storms per monitoring site exceeds typical peer-reviewed studies published by the research group
irresponsible for monitoring (NC State University) The precision will largely be determined post -
monitoring using standard deviation. The equation for standard deviation is shown below.
" (X1 X)2
s=
n-1
i=1

1
J
Data Review, Validation, and Verification
The laboratories will use EPA methods to determine if values do not meet required ranges. If such
values are identified, the analysis will be repeated. Laboratory analysts are responsible for
reviewing calibration integrity, method compliance, and completeness of tests, forms, and
logbooks. Before data is given to NC State as valid, it will be reviewed by the laboratory supervisor
(Linda McKenzie, Applied Aquatic Ecology Lab, NC State University).
Data Evaluation
For each infiltration system, the null hypothesis for each water quality and hydrologic metric shall
be, for parametric samples (p = population mean):
I
Ho: P1 — 92 = 0
HA: P1 — 92 # 0
For non -parametric samples, which is common in water resources statistics, the test shall be (M =
population median):
Ho: M1— M2 = 0
HA: M1 — M2 # 0
Of particular note are three data metrics, which will be reported to permitting agencies, as needed.
These include Event Mean Concentrations (EMCs), Summation of Loads (SOL), and effluent
probability curves. All statistical tests will be performed assuming a 95% confidence interval
assuming 80% of the population is above the threshold value. Assumptions made underlying
statistical methods will be documented. Basic descriptive statistics will be calculated and presented
regardless of result, along with graphical representations of each data set. Documentation of
statistical methods will be provided as appendices to any final report generated.

Summary data will be calculated for each pollutant measured over the 18 storm events within the
context of the individual rainfall and flow events measured. The data will be analyzed using a
range of performance indicators:
• Percent concentration reduction per pollutant
• Percent and mass load reduced per pollutant
• Evaluation of rainfall -runoff characteristics
• Effluent probability analysis
• Evaluation of infiltration characteristics and associated influence on local water table.
• Change in temperature of stormwater entering vs. leaving the systems
Based on percent load and concentration reductions of various pollutants, as well as effluent
concentrations, the manufacturer will seek from NCDENR an approval as a BMP that meets state
water quality standards (85% TSS), as well as receives credit for nitrogen and phosphorus if the
data suggest that is appropriate.
Training requirements and certification
Specific training requirements for performing fieldwork at the site are as follows:
• Scientist/chemist performing the analytical work for this project must have extensive
knowledge, skill, and have demonstrated experience in the execution of the analytical
methods requested.
• Any entry into a confined space such as a manhole; sewer, trench, or vault during the
course of this project requires the person be familiar with permit entry and rescue
procedures. Per North Carolina's State Employee's Safety and Health Handbook,
employees must follow regulations specified by OSHA 29CFR, 1910.146. For this project,
research technician Shawn Kennedy meets all confined space training requirements.
• The research technician, Shawn Kennedy, is certified to inspect and maintain best
management practices byNorth'Carolina State University.
• Andrew Anderson and Shawn Kennedy are certified to enter confined spaces
Documentation and Records
After data has been processed and analyzed by the various laboratories, chain -of -custody records
and copies of sampling results will be retained in secured locations, both as hard copies and

digitally. Monitoring equipment purchased for the study will be calibrated per manufacturer
specifications, and a log will be maintained on calibration activities.
Sample Handlinq and Custody Procedures
Sample labels will be properly attached to every sample container. Sample labels will show clearly
the following data:
• Site name and project number
• Sample identification number (event number)
• Date and time sample was collected
• Sample preservation method
• Analysis requested
• Sampling location on the site
Samples will be considered "under custody" when it is:
• In the sample holder's physical possession
• Is in view by the sample holder
• Secured by the sample holder to prevent tampering
Samples will be housed in the ISCO 6712 sampler for no more than 24 hours until such time when
a sampling monitor can pick them up and deliver them to the lab under cool (4 degrees C or less)
conditions. A sample chain of custody form can be found in Appendix A2.
Analytical Methods Requirements
For analyzing nutrient samples, the laboratory uses a Bran + Luebbe QuAAtro Segmented Flow
Analyzer (Seal Analytical, Inc.). It is a high performance microflow analyzer known for its high
reproducibility and low detection limits. The system consists of an autosampler, a peristaltic pump,
a chemistry manifold, a detector and Automated Analyzer Control and Evaluation data acquisition
software.

The Applied Aquatic Ecology lab is certified for all parameters. They are certified through the
North Carolina Wastewater/Groundwater Laboratory Certification program with the North
Carolina Department of Environmental and Natural Resources Division of Water Quality. They are
subjected to periodic on-site audits and annually perform a performance evaluation study where
unknown samples are inserted into the analysis lineup.
Corrective actions will be implemented in the event of an equipment failure in the field or in the
lab. When sampling equipment or analytical methods fail QA/QC checks, the problem will be
immediately brought to the attention of the appropriate project managers.
inspection/Acceptance Requirements
This section details the process of purchasing supplies and insuring all supplies meet the required
quality criteria of this plan. The field supplies that will be used for this project includes:
• Data logger
• F1owLink software
• Cooler and ice for sample transport
• Confined space safety equipment for periodic maintenance
The purchase process of these items will be documented by North Carolina State University's
internal accounting system and independently by project management. The research technician and
project engineer will be responsible for material procurement and control. The project engineer will
verify that, upon receipt, the equipment meets the manufacturer's specifications. The research
technician and project engineer will verify that material storage is done properly and securely.
Data Management
All data will exist both as a hardcopy stored in a secure file on NC State University's campus, as
well as digitally on the project manager's computer. The computer is continuously backed up using
Cloud storage technology (Carbonate, Boston, MA). All digital files will be shared between ADS
and NC State. Backup will be performed on the main computer terminal from NC State, a
Windows 89 Operating System (Microsoft Corporation).
All monitoring data will then be stored in Microsoft Excel on computer terminal mentioned above.
Data will be analyzed for quality control before entry.

Required Action Items to Enable NC State Monitoring
1. Install maintenance ports in locations marked for PVC water level logging on schematics. For
locations that monitor groundwater ("deep" wells), a boring core 10 feet below excavation
grade is proposed. For shallow monitoring wells (monitors water level within the stone and
chamber systems), bore approximately 1 foot below excavation grade to allow sump conditions
for PVC pipe. For the parts of each pipe buried by in-situ soil, that part does not need to be
perforated. Each PVC pipe should be perforated to the in-situ soil interface, and should be
fitted with silt sock around the perforations to prevent the well from accumulating sediment.
2. Inverts of pipes entering the bypass junction box, and pipes entering the Isolator Row® must
have elevations (above the invert/sump) such that backwater is minimized.
3. Elevation of bypass weir should be high enough to avoid significant backwater, but not at the
elevation of the top of the Isolator Row® so as to cause pressurized flow across the filter
fabric.
4. Installation of inspection ports or monument boxes for each HOBO water level logger.
Manhole or grate access to each diversion structure in which monitoring equipment will have
to be located.
Of course, NC State faculty are happy to work hand-in-hand with the designer/ vendor to ensure
monitorability of the StormTech® system. Please contact Andrew Anderson for further questions
on experimental design ([e-mail] or 919-515-8595).
Expected Deliverables
North Carolina State University researchers expect to produce the following deliverables:
1. A final report detailing the water quality and hydrologic performance of two StormTech
MC -3500 chamber beds and Isolator Rows® (Please allow up to two months post -data
collection for analysis and report writing)
2. Statistical comparison of two systems over potentially different soil types.
3. Mini -report on observed effects on localized groundwater table from the StormTech®
systems.
4. At least one presentation at a national/ international engineering conference.

IM20
jig 0.3 0

3. Budget & Budget Justification
4. Timeline
January, 2015— Grant Awarded
January 31, 2015 — Monitoring Equipment Installed — Monitoring Commences
August 1, 2015 — Mid-term Update (short written)
January 31, 2016 — Monitoring Complete
April 16, 2016 — Monitoring Report Submitted. Project Complete.

5. References
Roseen, R.M., Houle, J.J., Puls, T.A., and Ballestero, T.P. (2010). "Performance evaluation report
of the StormTech Isolator Row® treatment unit." Submitted to StormTech, LLC.
University of New Hampshire Stormwater Center. pp. 1-49.

APPENDIX
Al. Sampling Equipment
ISCO 750 Area -Velocity Meter
Isco 6712 Full-size Portable Sampler
Isco% 6700 Series Portable Samplers have
set the industry standard, prmuling the most
com;ffebea;ice and d<nable performance
mailable With the introduction of our new
6712, Isco takes another step toward
the ultimate by including SDI -12
inter6ce capabilities.
This full-size portable lets you take full
ad%antage of the adhanced 6712 Controller,
With its powerful pump, .W stile programming,
and optional plug-in modules for integrated
flog measurement Setup is fast and simple,
with onlhelp jest a key stroke away.
The emironmentally-sealed 6712 controller
delnats maximmn accuracy and easily handles
all of your sampling applicatmahs, including -
Flow -paced sampling with or without
wastewater effluent
s stommwater monitoring
♦ CSO monitoring
♦ permit compliance
• pretreatment compliance
In the Standard Programming Mode, the
controller sml s you dmigh the sampling
sequence step-by-step, allowing you to choow
all parameters specific to your application.
Selecting the Extended Programming Mode
lets you enter more complex programs.
Optional land -line and GSM and CDMA
cellular telephone modem; allow programming
changes and data collection to be performed
remotely, from, a touch-tone phone. They also
provide dial -out alarm
Versatile and Convenient
With eleven bottle choices, Isco's 6712 Sampler
lets you quickly adapt for simple or intricate
sampling routines. Up to 30 pounds (13.5 kg)
of ice fits in the insulated base, presenmg
samples for extended periods, ervn in extreme
conditions. The 6712 with the "Jumbo Base"
option holds bottles up to 5.5 gallon (21 liter).
Tough and Reliable
The 6712 Portable Sampler features a vamm-
formed ABS plastic shell to withstand exposure
and abuse. Its tapered design and trim 20 -inch
(50.8 cat) diameter result in easy manhole
installation and remm-al. Large comfortable
handles make unsporting safe and
com emem--evffi when wearing gloti-es.
Loo's 6712 Portable Sampler carie, a NEMA
4X, 6 (IP67) enclosure rating -
Superior capability, rugged construction,
and tmmatched reliability make the 6712
the ideal choice for portable sampling
in just about any application
Bonle opaow ma
at-dJa310 fff
_ 1
p��ly ov
sapaertnal or
_
gpimmon
�I
Versatile and Convenient
With eleven bottle choices, Isco's 6712 Sampler
lets you quickly adapt for simple or intricate
sampling routines. Up to 30 pounds (13.5 kg)
of ice fits in the insulated base, presenmg
samples for extended periods, ervn in extreme
conditions. The 6712 with the "Jumbo Base"
option holds bottles up to 5.5 gallon (21 liter).
Tough and Reliable
The 6712 Portable Sampler features a vamm-
formed ABS plastic shell to withstand exposure
and abuse. Its tapered design and trim 20 -inch
(50.8 cat) diameter result in easy manhole
installation and remm-al. Large comfortable
handles make unsporting safe and
com emem--evffi when wearing gloti-es.
Loo's 6712 Portable Sampler carie, a NEMA
4X, 6 (IP67) enclosure rating -
Superior capability, rugged construction,
and tmmatched reliability make the 6712
the ideal choice for portable sampling
in just about any application

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Isco 750 A re a Velocity
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ISCO 730 Bubbler Insert
Specifications
Om RM Wmaift
9
68-3230-005
Equipment Prodded
One Flow Metering Insert with attachable
60° V -notch weir plate and 20 it
(8.1 m) ohflationlbubbler hose
Five 2.5 It (0.78 m) pole sectiahs
Foot pump for inflation of nrbber
bladder
Right angle pole
Flow Range for 6 Inch (150 mm) Insert
with V•notch weir 1 to 90 gpm (0.083 to 5.7 Vs)
with round orifice 5 to 180 gpm (0.32 to 11 Vs)
Flow Range for 8 Inch (200 mm) Insert
with V -notch weir 1 to 180 gpm (0.063 to 10 Vs)
with round orifice 10 lo 320 gpm (0.63 to 20 Vs)
Metering Insert Sims
6, 8,10.12 inches (150, 200, 250, 300 mm)
Flow Range for 10 Inch (250 mm) Insert
Mmdmum Manhole Depth
(aAwidmale)
16 feel (4.9 meters)
with V -notch weir t to 230 gpm (0.083 to 15 Vs)
Typical Accuracy (Max error for pipe sfopes 5 2.5%)
with round ortfice 20 to 480 gpm (1.3 to 30 Us)
Below 20 gpm(1.3 Us) I ±1 gpm (±0.063 Vs)
Flow Range for 12 inch (300 mm) Insert
20 to 40 gpm (1.3 to 2.5 Us) ±2 gpm (±0.13 Vs)
with V -notch welt 1 to 320 gpm (0.063 to 20 Vs)
Above 40 gpm (2.5 Us) ±5 % of reading
with round orifice 40 to 640 gpm (2.5 ro 40 Vs)
Ordering Information
Above: Each hit comes complete with pole sections and
pamp for Inflating the bladder. Below: positioning the
metering insert into the upstream side of a manhole.
6 inch (150 mm) Flow Metering Insert
68-3230-005
81nch (200 mm) Flow Metering Insert
88-3230.006
10 Inch (250 mm) Flow Metering Insert
68.3230-007
12 Inch (300 mm) Flow Metering Insert
W3230-008
Above: Each hit comes complete with pole sections and
pamp for Inflating the bladder. Below: positioning the
metering insert into the upstream side of a manhole.

5 Watt Solar Panel
Free Energy America FEA-5.5 watt amorphous solar
module
MSRP: $18333
Our Price: $77.51
You Save: $24.02
Manufacturer: Free Energy America
Mfg. ID: FEA-5
Sku:FRA0001
Weight: 14-
Tel;
*
Tel; A Friend I Pnnt thio Page Write Review
i� Spec Sheet
Product Description:
The FEA 5 is a reliable amorphous solar electric module that will convert the sun's energy directly into DC electricity. The
latest 4th generation technology insures a 20 year life expectancy.
Specifications
Specifications:
• Maximum Power (Pmax) 5 W
• Current At 16V 0.29A
• Short Circuit Current 0.35A
• Open Circuit Voltage 22.OV
• Dimensions 13.5- x 12.5" x.5"
• Weight 3.3 lbs

Tipping Bucket Automatic Rain Gage
Davis Instruments: Rain Collector II
Extremely Accurate Rainfall Gauge
• Add this rain collector to the Weather Monitor II or Weather Wizard II, II -S or III to read both
daily and accumulated rainfall
• Designed to meet the guidelines of the World Meteorological Organization, with a self -
emptying tipping -bucket
• Measures accurately to 0.01"
• Easy plug-in connection - comes with 40' of cable, mounting screws
• Cable may be extended with optional extension cables
• Weight: 2.2 lbs.
• Size: 8.75"diam. x 9.5"H

a
Sampler Protective Job Boxes
JOBOX 1-656990 48 -in Long Taller & Wider Heavy -Duty Steel
Chest with Site -Vault Security System
JOBOX Premium On -Site Storage Boxes represents the ultimate in strength, security, and increased storage
capacity.
NEW Site -Vault Security System has 50% more locking points than those used on competitive models
NEW EZ -Loader Skid Bolsters allow chest to be fork lifted from all four sides to easily move it around the job
site or loading on a truck or trailer.
Features:
• 48 -in long chest provides 24.3 Cubic Feet of usable storage space
• One-piece 7 -gauge reinforced bolster on both ends reinforces the bottom of the chest to prevent
damage if dropped
• Bolsters are pre -tapped for installing optional heavy-duty casters
Includes:
• 48 -in Long Taller and Wider Heavy -Duty Steel Chest with Site -Vault Security System - 1-656990
• Lock not included
Type:
On -Site Chest
Size:
48 -in L x 30 -in W x 33 -3/8 -in T
Material:
Steel
Finish:
Brown
Usable Volume:
24.3 Cubic Feet
Shipping Volume:
33.3 Cubic Feet
Shipping Weight:
275 lbs.
Length:
48 -in
Width:
30 -in
Height:
33 -3/8 -in

A.2 Chain of Custody Report
NCSU - Center for Applied Aquatic Ecology
620 Hutton Street, Suite 104 Raleigh, NC 27606 [phone] fax: [phone]
CHAIN OF CUSTODY REPORT
PROJECT COLLECTED BY:
DATE.
p`$°
SAMPLE DATE 8
TD1E
SAMPLE SrrE
NAME
gb=bode
PE-ic both Combined!
Ad led
t L p2=6c
batle
COMMENTS
Relinquished by: Date: Time.
Received into laboratory by: Date: Time:
(Temperature Recd @: pH of acidified samples recd @:

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Cil Mimmv HILLIARD, OH 43026 KP GFI SWAP VOLUME/UPDATE COVER REO.
° 1-800-733-7473��� KP KS UPDATED PER ENGINEER'S PLAN POLK COUNTY NC
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v, THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
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0) HILLIARD, OH 43026 08-15-14 KP GFI SWAP VOLUME/UPDATE COVER REO
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1-21-15 NPB GFI
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NHILLIARD,
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