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NOTES
1. AREA BY COORDINATE CALCULATION.
2. PROPERTY IS SUBJECT TO ALL EASEMENTS AND
RIGHT-OF-WAYS OF RECORD PRIOR TO THE DATE OF
THIS SURVEY.
3. SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF
A TITLE SEARCH. PROPERTY IS SUBJECT TO ALL FACTS
DISCLOSED BY A FULL AND ACCURATE TITLE REPORT.
4. ALL DISTANCES SHOWN ARE HORIZONTAL GROUND DISTANCES,
UNLESS NOTED OTHERWISE
5. THIS PLAT IS A CORRECT REPRESENTATION OF THE LAND
PLATTED AND HAS BEEN PREPARED IN CONFORMITY WITH
NORTH CAROLINA STANDARDS, GS47-30, AND REQUIREMENTS
OF LAW, BUT A NORTH CAROLINA LICENSED ATTORNEY-AT-LAW
SHOULD BE CONSULTED REGARDING CORRECT OWNERSHIP,
WIDTH AND OWNERSHIP OF EASEMENTS AND OTHER TITLE
QUESTIONS REVEALED BY A TITLE EXAMINATION.
6. DASHED LINES REPRESENT LINES NOT SURVEYED.
7. PEDESTRIAN BRIDGES ARE THE PROPERTY OF CITY OF KINSTON.
(BRIDGE MAINTENANCE BY CITY OF KINSTON.)
8. RIGHT OF WAY AREAS THAT GO INTO CONSERVATION EASEMENT
SHALL BE ABANDONED BY THE CITY OF KINSTON.
9. VERTICLE DATUM BASED ON NAVD "88".
5
CITY OF KINSTON
RECREATION CENTER
228
/ TENNIS COURTS
/
/
BASEBALL FIELD
i
LIGHT POLE
(FIELD)
JK
JK �JK
R13S
LIGHT POLL,-' (701)
(FIELD) u
L HERBERT IL PROCTOR, JR CERTIFY THAT THIS IUP 13 CORRECT
TO THE HEST Of MY KNOWLEDGE AND BELIEF A3 D
FROM AN ACTUAL SURVEY MADE UNDERPUYS 10 OCTOBER 29, 2010AND THAT ENCROACHIIENT3, IP' AMY ATOF VEY ARE SH011N.8=0 OFPRBMIOII 19 GREATER 0
JR. P.L.S.
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ROS '
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�
LIGHT POLE
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CITY OF KINSTON
L HERBERT IL PROCTOR, JR CERTIFY THAT THIS IUP 13 CORRECT
TO THE HEST Of MY KNOWLEDGE AND BELIEF A3 D
FROM AN ACTUAL SURVEY MADE UNDERPUYS 10 OCTOBER 29, 2010AND THAT ENCROACHIIENT3, IP' AMY ATOF VEY ARE SH011N.8=0 OFPRBMIOII 19 GREATER 0
JR. P.L.S.
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Certified Designer Certification, Certified Calculations,
Calculation Tools
Design calculations are included in Section 5.4 (pp. 29-31) & Appendix G of
the 2007 Restoration Plan, which can be reviewed in its entirety here:
https://ncdenr.s3.amazonaws.com/s3fs-
public/Mitigation%20Services/Document%20Management%20Library/Prof
ects/AdkinBranch 7 RP 2007.pdf
The tool/SET Model Output are also included in Appendix G (pp. 155-172).
Record drawings are found here:
https://ncdenr.s3.amazonaws.com/s3fs-
public/Mitigation%20Services/Document%20Management%20Library/Prof
ects/AdkinBranch 7 ABD 2011.pdf

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
The City of Kinston requested that a LOMR (Letter of Map Revision) be prepared
and submitted to the North Carolina Floodplain Mapping Program for review and
approval. The 100 year flood elevations will be reduced due to the proposed
greater flow area. The proposed channel will have a larger flow area below
existing ground elevations than the current conditions.
The Effective HEC -RAS Model was obtained from the City of Kinston on March
31, 2006. This model was received from Watershed Concepts, by the North
Carolina Floodplain Mapping Program. The Effective FIS (Flood Insurance
Study) was prepared using HEC -RAS 3.0.1 in 2004. The current version of HEC -
RAS, 3.1.3, is available for use; however, the models used in this LOMR analysis
were produced using HEC -RAS 3.0.1 for ease in comparing model results with
the Effective FIS data. Inconsistencies were found between HEC -RAS 3.1.3 and
3.0.1 when comparing the output results, and it was determined that version 3.0.1
would be utilized for the LOMR analysis for consistency and comparative
reasons. The 100 and 500 year elevations from the Duplicate Effective model
were compared with those in the Floodway Data Table within the effective FIS
report. It was found that the flood elevations are within 0.1 foot of each other,
which is within acceptable limits.
57 geometric cross-sections were modeled along the length of the existing and
proposed channels, with 38 of those sections falling within the site limits. Three
models, Duplicate Effective, Corrective Effective, and the Proposed Conditions
model, were developed and executed to determine the water surface elevations for
the 10, 50, 100, 500, and 100 year floodway events. The 100 -year discharge
varied between 2800 cfs and 3680 cfs along the project reach. The analysis
indicates that the proposed channel geometry will not increase the 100 -year flood
elevations within the project area. In fact, the analysis indicates that the 100 year
water surface elevations will be reduced along the project length. Results are
located within the HEC -RAS Summary Table in Appendix F.
5.3.3 Hydrologic Trespass
Hydrologic trespass includes any issue which may affect hydrology outside of the
property boundaries on which the project is located. These issues were reviewed
for this project. All onsite modifications will not affect off site hydrology.
5.4 Stormwater Best Management Practices: The implementation of best
management practices (BMPs) at selected sites throughout the project will
provide benefit by improving water quality and providing attenuation of
stormwater flows. The primary BMP devise that is expected to be used is a sand
filter. Sand filters were chosen over stormwater wetlands because the water table
64KO & ASSOCIATES, P.C. 29
,C°onsul[ing Engineen

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
at selected BMP sites was too far below the invert of the proposed BMP. The
BMP's utilized in the project will:
■ Reduce nonpoint source pollution associated with urban land uses by
providing basins to treat surface runoff.
■ Promote floodwater attenuation by increasing storage capacity for stormwater
flows.
Sand filters are most effective in removing Total Suspended Solids (TSS). Most
studies tend to suggest that sand filters are able to remove up to 85 percent of TSS
through sedimentation/filtration. Sand filters are also effective at filtering total
nitrogen, total phosphorous, heavy metals, grease, oil, and fecal coliform through
adsorption and filtration, but at less effective rates compared with organic based
BMPs such as stormwater wetlands or peat based BMPs. The reason that sand
filters are less efficient in removing nitrogen, phosphorous, heavy metals, grease,
and oil is because, when compared with organics, sand has a much lower cation
exchange capacity, which lowers its effectiveness for attracting pollutants.
5.4.1 Narrative of Site -Specific Stormwater Concerns
The project corridor is located within the City of Kinston limits. Land use within
the watershed is primarily characterized by urban development. Throughout the
restoration reach, there are municipal storm system outfalls that discharge directly
into Adkin Branch. It was determined that these existing stormwater outfalls may
provide the best opportunities to place BMP devices. The preliminary locations
were determined by identifying existing storm system outfalls located on or
adjacent to a parcel that is owned by the city and the parcel is of adequate size to
for a BMP device to be constructed. Of the thirty-eight (38) stormwater outfalls
along the project corridor, only nine (9) locations provided opportunity to
construct a BMP device.
Soil borings were obtained at ten preliminary locations and soil conductivity tests
were performed at five of the preliminary locations. It was determined that
infiltration basins could not be utilized at any of these locations due to the shallow
groundwater table. Design guidelines for infiltration basins require that the
groundwater table be at least four feet below the invert of the basin (NCDWQ
2005). This requirement can not be achieved at any of the preliminary proposed
locations. Therefore, the project will retrofit nine (9) of the existing stormwater
outfalls with sand filter BMP devices to improve water quality with secondary
stormwater flow attenuation effects.
In addition, an offline stormwater wetland will be incorporated into the project
adjacent to the existing reach of the UT located within Holloway Park, to improve
water quality and attenuate stormwater.
KO & ASSOCIATES, P.C. 30
C°onsul[ing Engineen

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
5.4.2 Device Description and Application
Sand Filter Devices
The proposed sand filter BMP devices will fill with stormwater runoff and allow
the water to exit the device by percolating down through the sand layers, where
Total Suspended Solids (TSS) and other pollutants are filtered out (see Detail of
Sand Filter below). The device design parameters allow the first inch of rain to
pass through the filter within a period of 24 hours. Sand filter devices can have a
TSS removal efficiency of 85 percent, a Nitrogen removal efficiency of 35
percent, and a Phosphorus removal efficiency of 45 percent (NCDWQ 2005).
The implementation of the sand filter devices at these locations will provide
improved water quality with secondary stormwater flow attenuation.
Table 9. Sand Filter Summary
Sand Filter ID & Location
Drainage
Required
Required
Nitrogen
Phosphorus
Sediment
Area (Ac)
Filter
Filter
Reduction
Reduction
Reduction
Volume
Surface
(lb/yr)
(lb/yr)
(ton/yr)
(cf)
Area (sf)
BMP 1 (Martin Drive)
10.86
2700
1800
16
4
0.50
BMP2 (Martin Drive)
6.8
2700
1800
16
3
0.43
BMP3 Martin Drive)
10.88
3675
2450
25
5
0.70
BMP4 (Miller Street)
3.45
1875
1250
10
2
0.31
BMPS (South Dover
Street)
8.8
2700
1800
25
5
0.77
BMP6 (South Seacrest
Street)
18.39
3675
2450
39
8
1.05
BMP7 (South Myrtle
Avenue)
12.19
2700
1800
20
4
0.39
BMP8 (Holloway
Drive)
3.8
1200
800
6
1
0.13
BMP9 (East Shine
Street)
12.75
3675
2450
33
7
0.97
Total
190
40
5
KO & ASSOCIATES, P.C. 31
ISC°onsul[ing Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
DETAIL OF SAND FILTER
UNIIIIDIIAIN COLLECTION SYSTEM
FILTER BED
I
D PRETREATMENT -� f Qujr
LO
SEDIMENTATION
E CHAMd3ER—
r1f OUTFLOW
` SPILLWAY
PERFORATED STANOPIRE
DETENTION STRUCTURE
INFLOW
n" Mei tjW
1Y
UTFLOW
UNDENDRAIN COLLECTION SYSTEM
3" topsail
layer with
Horizonal Sand (pea gravel
surface bed window for pocks
sand filter only)
1" t(] 2" Geotextile '. �> , 1"_18,8
18'"-q" gravel layer y fabric '
4
Max. slope 4:1
Filter Perforated
fabric Impermeable liner 6" PVCi e
where necessary p p
GDS 00-48 Max. 10' O.C.
KO & ASSOCIATES, P.C. 33
ISC°onsul[ing Engineers

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design 2/8/2007
Site: BMP -1 (Martin Drive) Page 1 of 36
Drainage Areas by Soil Series
Series Group SF Ac Percent Time of Concentration Details
BB
D
233050
5.35
49.3%
Cr
C
8.4%
C
200109
Cv
C
200109
4.59
42.3%
Go
B
472851.7
10.86
100.0%
Jo
B
cf
2700
cf
Ka
B
sf
1800
sf
Ke
A
ft
1.5
ft
La
A
Na
B
39692.7
0.91
8.4%
Nc
B
Wd
A
Wn
B/D
472851.7
10.86
100.0%
Drainage Areas by Hydrologic Soil Groups
Group SF Ac Percent
A
0
0.00
0.0%
B
39692.7
0.91
8.4%
C
200109
4.59
42.3%
D
233050
5.35
49.3%
TOTAL
472851.7
10.86
100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs & Meth. Design Requirements
L S n
Sheet
50
0.5%
0.41
Shallow
275
6.5%
0.05
Channel
415
5.8%
0.035
Channel
870
1.6%
0.035
<= Area Check
1610
Filter Volume (Vf):
Calculated % Impervious Area of Basin
Total Basin - IA
Residential - IA 30.6%
Residential: Lots 0.16 - 0.3
Land Use by Hydrologic Soil Groups
IA - Road IA - Roof, etc Lawn Woods
8.00% 12.40% 35.30% 44.30%
0.00
0.00
0.00
0.00
0.07
0.11
0.32
0.40
0.37
0.57
1.62
2.04
0.43
0.66
1.89
2.37
10.86
<= Area Check
Sediment Chamber:
Volume (Vs):
NCDENR Minimum
Site Design Summary
5862 cf
3375 cf
Surface Area (As):
3908
sf
2250
sf
Depth (hs):
1.5
ft
1.5
ft
Sand Filter Chamber:
Filter Volume (Vf):
5862
cf
2700
cf
Surface Area (Af):
3908
sf
1800
sf
Filter Depth (df):
1.5
ft
1.5
ft
Austin Sand Filter:
Sed. Surface Area 1970 sf
Site: BMP -1 (Martin Drive)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design 2/8/2007
Site: BMP -1 (Martin Drive) Page 2 of 36
Step 1 - Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) = 0.452 Ac -ft
WQv = 19702 cf
Simple Method:
IA
Rv
Runoff from 1" Rainfall (WQv)
Q
Mod. CN
THEREFORE, USE:
WQv
Step 2 - Site Feasibilitv:
Ditch Inv / Inflow Elev
Stream Inv /Outflow Elev
Total Available Depth
Check Design Depth
NG Elev at Boring
Water depth
Water Elev at Boring
20.4%
0.23 in / in
= 9205 cf Mod. CN
0.23 in
= 87
2:1
9205 cf 60 120
36.0 ft - Based on 1 -ft Tailwater Depth
31.2 ft - Between INV & BKF based on Adkin Br Restoration
4.8 ft
3.9 ft
37.2
6.0
31.2 ft
Step 3 - Confirm local design criteria and applicability:
Check with local officials and other agencies to determine if there are any additional
restrictions andror surface water or watershed requirements that may apply.
N/A - Per meeting on Jan 30, 2007, City of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 - Compute WQ v peak discharge:
The peak rate of discharge for ,nater quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) UsingWQ,,, compute CN
(b) Compute time of concentration using TR -55 method
(c) Determine appropriate unit peak discharge from time of concentration
(d) Compute Q,a from unit peak discharge: drainage area, and WQ,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 - Compute WQ v peak discharge:
A flow regulator (or flow splitter diversion structure) should be supplied to divert the WO, to
the sand filter facility.
Size low flow orifice, weir, or other device to pass Q,,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Site: BMP -1 (Martin Drive)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design 2/8/2007
Site: BMP -1 (Martin Drive) Page 3 of 36
Step 6 - Size filtration basin chamber:
-re f ter area is sized using the following equation (based on Darcys Law):
Af = (We,,) (df) i L(k) (hf - df) (tf)1
Af = surface area of fifter bed (ft`j
df = filter bed depth
(typically 1$ inches, no more than 24 inches)
k = coefficient of permeability of filter media (fVday)
(use 3.5 fUday for sand)
hf = average height of water above filter bed (ft)
(1/2 h,„,,,, which varies based on site but h,.,a„ is typically S 5 feet)
tf = design filter bed drain time (days)
(1.67 days or 40 hours is recommended maximum)
Set preliminary dimensions of filtration basin chamber.
WQv = 9205 cf
df = 1.5 ft - filter depth
k = 3.5 ft/day - sand
hf = 0.75 ft
tf = 1 day - drain time
Af = 1755 sf < NCDENR Min Filter SA
HOWEVER, USE:
Af = 1755 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 25 50 1.5 2:1
Step 7 - Size sedimentation basin:
Surface sand filter. The sedimentation chamber should be sized to at least 25% of the
computed tiJb'Q-, and have a length -to -width ratio of 2:1. The Camp -Hazen equation is used
to compute the required surface area:
Ar, _ - (Qdw) ' Ln (1-E)
Where -
A,
here -AS = sedimentation basin surface area (ft2]
Qo = rate of outflow = the WQ„ over a 24-hour period
w = particle settlinq velocity (fUsec)
E = trap efficiency
Assuminq:
90% sediment trap efficiency (0.9)
+ particle settlinq velocity (ftlsec) = 0.0004 ft/sec for imperviousness < 75%
+ particle settling velocity (Wsec) = 00033 ft/sec for imperviousness ;� 75%
f average of 24 hour holding period
Then
AS = (0.O66) (W Q,) ft for I < 75%
A, _ (0.0081) (WQ,) ftp for I � 7!5%
Set preliminary dimensions of sedimentation chamber -
Q0
= 9205 of / day
W
= 0.0004 ft/sec
E
= 0.9
As
= 608 sf
HOWEVER, USE:
As
= 608 sf
W L
Approx Chamber Dim:
= 25 50
for IA < 75%
< NCDENR Min Sed Basin SA
APPENDIX G
hmax Dim Ratio
1.5 2:1
Site: BMP -1 (Martin Drive)

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -1 (Martin Drive)
Step 8 - Compute Vmin:
Vmin = 0.75 * WO,
Vmin = 6904 cf
Step 9 - Compute storage volumes within entire facility and sedimentation chamber orifice size:
Surface sand filter.
Vnrn = 0.75 WO, = Vs + Vf + V f -temp
(1) Compute Vf = water volume within filter b ed1g rave 1) pi pe = Af " df' n
Where: n = porosity = 0-4 for most applications
(2) Compute Vf,,,p = temporary storage volume above the filter bed = 2 - h " A
(3) Compute V, = volume within sediment chamber = Vmin - \rf - V' -,emu
(4) Compute hs = height in sedimentation chamber = V+ iA�
(5) Ensure hs and hf fit available head and other dimensions still fit — change as necessary
in design iterations until all site dimensions fit.
(61 Size orifice from sediment chamber to filter chamber to release Vg within 24 -hours at
average release rate with 0.5 h� as average head.
(7) Desiqn outlet structure with perforations ally winq for a safety factor of 10 (see example)
(8) Size distribution chamber to spread flow over filtration media — level spreader weir or
orifices.
2/8/2007
Page 4 of 36
Vf =
1053
cf
Filter Bed Volume
Vf-temp =
2633
cf
Temp Storage above Filter Bed
Vs =
3219
cf
Sediment Chamber Volume
hs =
2.570
cf
Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ANT BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 30 60 1.50 2.0:1
Sed Basin Dimensions: = 30 75 1.50 2.5:1
BMP Site Desian Elevations
Site Design
Sediment Chamber:
Nat Gnd
37.2
Volume (Vs):
3375
cf
Surface Area (As):
2250
sf
Depth (hs):
1.50
ft
Sand Filter Chamber:
WQ ool
35.7
Filter Volume (Vf):
2700
cf
Surface Area (Af):
1800
sf
Filter Depth (df):
1.50
ft
BMP Site Desian Elevations
Site: BMP -1 (Martin Drive)
APPENDIX G
Elev
Length Slope
Nat Gnd
37.2
Inflow Elev
36.0
Spillway
36.0
75 6.40%
Freeboard
0.3
WQ ool
35.7
Depth to Bed
3.0 -ft
SF bed
34.2
Underdrain
32.0
165 0.50%
Outflow
31.2
Adkin Inv
30.2
Site: BMP -1 (Martin Drive)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -2 (Martin Drive)
Drainage Areas by Soil Series
Series Group SF Ac Percent
BB
D
200955
4.61 67.9%
Cr
C
0
0.0%
Cv
C
95114.4
2.18 32.1%
Go
B
0
67.9%
Jo
B
0
100.0%
Ka
B
0
2700
Ke
A
0
sf
La
A
0
1.5
Na
B
0
Nc
B
0
Wd
A
0
Wn
B/D
0
296069.4
6.80 100.0%
Drainage Areas by Hydrologic Soil Groups
Group SF Ac Percent
A
0
0.00
0.0%
B
0
0.00
0.0%
C
95114.4
2.18
32.1%
D
200955
4.61
67.9%
TOTAL
296069.4
6.80
100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs & Meth. Design Requirements
2/8/2007
Page 5 of 36
Time of Concentration Details
L S n
Sheet
50
0.5%
0.41
Shallow
0
0.86 3.20
0.05
Channel
625
2.2%
0.035
Channel
240
2.4%
0.035
915
Filter Volume (Vf):
Calculated % Impervious Area of Basin
Total Basin - IA
Residential - IA 30.6%
Residential: Lots 0.16 - 0.3
Land Use by Hydrologic Soil Groups
IA - Road IA - Roof, etc Lawn Woods
12.00% 18.60% 69.40% 0.00%
Sediment Chamber:
Volume (Vs):
NCDENR Minimum
Site Design Summary
3671 cf
0.26
0.41 1.52
0.55
0.86 3.20
6.80
<= Area Check
Sediment Chamber:
Volume (Vs):
NCDENR Minimum
Site Design Summary
3671 cf
2925 cf
Surface Area (As):
2447
sf
1950
sf
Depth (hs):
1.5
ft
1.5
ft
Sand Filter Chamber:
Filter Volume (Vf):
3671
cf
2700
cf
Surface Area (Af):
2447
sf
1800
sf
Filter Depth (df):
1.5
ft
1.5
ft
Austin Sand Filter:
Sed. Surface Area 1234 sf
Site: BMP -2 (Martin Drive)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design 2/8/2007
Site: BMP -2 (Martin Drive) Page 6 of 36
Step 1 - Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) = 0.283 Ac -ft
WQv = 12336 cf
Simple Method:
IA
Rv
Runoff from 1" Rainfall (WQv)
Q
Mod. CN
THEREFORE, USE:
WQv
Step 2 - Site Feasibilitv:
Ditch Inv / Inflow Elev
Stream Inv /Outflow Elev
Total Available Depth
Check Design Depth
NG Elev at Boring
Water depth
Water Elev at Boring
30.6%
0.33 in / in
= 8028 cf Mod. CN
0.33 in
= 90
2:1
8028 cf 55 110
35.3 ft - Based on 1 -ft Tailwater Depth
30.4 ft - Between INV & BKF based on Adkin Br Restoration
4.9 ft
3.9 ft
37.2
6.0
31.2 ft
Step 3 - Confirm local design criteria and applicability:
Check with local officials and other agencies to determine if there are any additional
restrictions andror surface water or watershed requirements that may apply.
N/A - Per meeting on Jan 30, 2007, City of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 - Compute WQ v peak discharge:
The peak rate of discharge for ,nater quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) UsingWQ,,, compute CN
(b) Compute time of concentration using TR -55 method
(c) Determine appropriate unit peak discharge from time of concentration
(d) Compute Q,a from unit peak discharge: drainage area, and WQ,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 - Compute WQ v peak discharge:
A flow regulator (or flow splitter diversion structure) should be supplied to divert the WO, to
the sand filter facility.
Size low flow orifice, weir, or other device to pass Q,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Site: BMP -2 (Martin Drive)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design 2/8/2007
Site: BMP -2 (Martin Drive) Page 7 of 36
Step 6 - Size filtration basin chamber:
-re f ter area is sized using the following equation (based on Darcys Law):
Af = (WQ,,) (df) / L(k) (hf - df) (tf)1
Af = surface area of finer bed (ft`)
df = filter bed depth
(typically 18 inches, no more than 24 inches)
k = coefficient of permeability of filter media (fVday)
(use 3.5 ft/day for sand)
hf = averaqe height of water above filter bed (ft)
(112 h,„,,,, which varies based on site but h,.,a„ is typically 5 6 feet)
tf = design filter bed drain time (days)
(1.67 days or 40 hours is recommended maximum)
Set preliminary dimensions of filtration basin chamber.
WQV = 8028 cf
df = 1.5 ft - filter depth
k = 3.5 ft/day - sand
hf = 0.75 ft
tf = 1 day - drain time
Af = 1530 sf < NCDENR Min Filter SA
HOWEVER, USE:
Af = 1530 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 25 50 1.5 2:1
Step 7 - Size sedimentation basin:
Surface sand filter. The sedimentation chamber should be sized to at least 25% of the
computed WQ, and have a length -to -width ratio of 2:1. The Camp -Hazen equation is used
to compute the required surface area:
AS = - (Qdw) x Ln (1-E)
Where:
A, = sedimentation basin surface area (ftc)
%= rate of outflow = the 1VQ, over a 24-hour period
W = particle settlinq velocity (ft/sec)
E = trap efficiency
Assuming:
90% sediment trap efficiency (0.9)
particle settlinq velocity (ftisec) = t]_0004 ftisec for imperviousness < 75%
particle settling velocity (ftisec) = 00033 ftisec for imperviousness - 75%
average of 24 hour holding period
Then -
A, = (0.066) (WQ„) ft2 for I < 75%
A, _ (0.0081) (WQ j ftc for I � 75%
Set preliminary dimensions of sedimentation chamber -
Q0
= 8028 cf / day
W
= 0.0004 ft/sec
E
= 0.9
As
= 530 sf
HOWEVER, USE:
As
= 530 sf
W L
Approx Chamber Dim:
= 25 50
for IA < 75%
< NCDENR Min Sed Basin SA
APPENDIX G
hmax Dim Ratio
1.5 2:1
Site: BMP -2 (Martin Drive)

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -2 (Martin Drive)
Step 8 - Compute Vmin:
Vmin = 0.75 * WO,
Vmin = 6021 cf
Step 9 - Compute storage volumes within entire facility and sedimentation chamber orifice size:
Surface sand filter.
Vnrn = 0.75 WO, = V4 + Vf + V f -temp
(1) Compute Vf = water volume within filter b ed1g rave 1) pi pe = Af " df' n
Where: n = porosity = 0-4 for most applications
(2) Compute Vf,,,p = temporary storage volume above the filter bed = 2 - h " A
(3) Compute V, = volume within sediment chamber = Vmin - \rf - V' -,emu
(4) Compute hs = height in sedimentation chamber = V+ iA�
(5) Ensure hs and hf fit available head and other dimensions still fit — change as necessary
in design iterations until all site dimensions fit.
(61 Size orifice from sediment chamber to filter chamber to release Vg within 24 -hours at
average release rate with 0.5 h� as average head.
(7) Desiqn outlet structure with perforations ally winq for a safety factor of 10 (see example)
(8) Size distribution chamber to spread flow over filtration media — level spreader weir or
orifices.
2/8/2007
Page 8 of 36
Vf =
918
cf
Filter Bed Volume
Vf-temp =
2295
cf
Temp Storage above Filter Bed
Vs =
2808
cf
Sediment Chamber Volume
hs =
2.250
cf
Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ANT BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 30 60 1.50 2.0:1
Sed Basin Dimensions: = 30 65 1.50 2.2:1
BMP Site Desian Elevations
Site Design
Sediment Chamber:
Nat Gnd
37.2
Volume (Vs):
2925
cf
Surface Area (As):
1950
sf
Depth (hs):
1.50
ft
Sand Filter Chamber:
WQ ool
34.9
Filter Volume (Vf):
2700
cf
Surface Area (Af):
1800
sf
Filter Depth (df):
1.50
ft
BMP Site Desian Elevations
Site: BMP -2 (Martin Drive)
APPENDIX G
Elev
Length Slope
Nat Gnd
37.2
Inflow Elev
35.3
Spillway
35.3
75 6.53%
Freeboard
0.4
WQ ool
34.9
Depth to Bed
3.8 -ft
SF bed
33.4
Underdrain
31.2
165 0.50%
Outflow
30.4
Adkin Inv
29.4
Site: BMP -2 (Martin Drive)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design 2/8/2007
Site: BMP -3 (Martin Drive) Page 9 of 36
Drainage Areas by Soil Series
Series Group SF Ac Percent Time of Concentration Details
BB
D
120794
2.77
25.5%
Cr
C
0
C
316442
Cv
C
316442
7.26
66.8%
Go
B
0
10.88
100.0%
Jo
B
0
3675
cf
Ka
B
0
2450
sf
Ke
A
0
1.5
ft
La
A
0
Na
B
36799.9
0.84
7.8%
Nc
B
0
Wd
A
0
Wn
B/D
0
474035.9
10.88
100.0%
Drainage Areas by Hydrologic Soil Groups
Group SF Ac Percent
A
0
0.00
0.0%
B
36799.9
0.84
7.8%
C
316442
7.26
66.8%
D
120794
2.77
25.5%
TOTAL
474035.9
10.88
100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs & Meth. Design Requirements
L S n
Sheet
50
0.5%
0.410
Shallow
250
6.4%
0.050
Channel
330
3.6%
0.035
Channel
520
2.6%
0.035
1150
Filter Volume (Vf):
Calculated % Impervious Area of Basin
Total Basin - IA
Residential - IA 30.6%
Residential: Lots 0.16 - 0.3
Land Use by Hydrologic Soil Groups
IA - Road IA - Roof, etc Lawn Woods
12.00% 18.60% 69.40% 0.00%
Sediment Chamber:
Volume (Vs):
NCDENR Minimum
0.10
0.16 0.59
0.87
1.35 5.04
0.33
0.52 1.92
10.88
<= Area Check
Sediment Chamber:
Volume (Vs):
NCDENR Minimum
Site Design Summary
5877 cf
4725 cf
Surface Area (As):
3918
sf
3150
sf
Depth (hs):
1.5
ft
1.5
ft
Sand Filter Chamber:
Filter Volume (Vf):
5877
cf
3675
cf
Surface Area (Af):
3918
sf
2450
sf
Filter Depth (df):
1.5
ft
1.5
ft
Austin Sand Filter:
Sed. Surface Area 1975 sf
Site: BMP -3 (Martin Drive)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design 2/8/2007
Site: BMP -3 (Martin Drive) Page 10 of 36
Step 1 - Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) = 0.453 Ac -ft
WQv = 19751 cf
Simple Method:
IA
Rv
Runoff from 1" Rainfall (WQv)
Q
Mod. CN
THEREFORE, USE:
WQv
Step 2 - Site Feasibilitv:
Ditch Inv / Inflow Elev
Stream Inv /Outflow Elev
Total Available Depth
Check Design Depth
NG Elev at Boring
Water depth
Water Elev at Boring
30.6%
0.33 in / in
= 12854 cf Mod. CN
0.33 in
= 90
2:1
12854 cf 70 140
35.3 ft - Based on 1 -ft Tailwater Depth
30.0 ft - Between INV & BKF based on Adkin Br Restoration
5.3 ft
3.9 ft
37.2
7.0
30.2 ft
Step 3 - Confirm local design criteria and applicability:
Check with local officials and other agencies to determine if there are any additional
restrictions andror surface water or watershed requirements that may apply.
N/A - Per meeting on Jan 30, 2007, City of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 - Compute WQ v peak discharge:
The peak rate of discharge for ,nater quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) UsingWQ,,, compute CN
(b) Compute time of concentration using TR -55 method
(c) Determine appropriate unit peak discharge from time of concentration
(d) Compute Q,a from unit peak discharge: drainage area, and WQ,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 - Compute WQ v peak discharge:
A flow regulator (or flow splitter diversion structure) should be supplied to divert the WO, to
the sand filter facility.
Size low flow orifice, weir, or other device to pass Q,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Site: BMP -3 (Martin Drive)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design 2/8/2007
Site: BMP -3 (Martin Drive) Page 11 of 36
Step 6 - Size filtration basin chamber:
-re f ter area is sized using the following equation (based on Darcys Law):
Af = (WO,,) (df) i L(k) (hf - df) (tf)1
Af = surface area of fifter bed (ft`j
df = filter bed depth
(typically 18 inches, no more than 24 inches)
k = coefficient of permeability of filter media (fVday)
(use 3.5 fUday for sand)
hf = average height of water above filter bed (ft)
(112 h,„,,,, which varies based on site but h,.,a„ is typically 5 6 feet)
tf = design filter bed drain time (days)
(1.67 days or 40 hours is recommended maximum)
Set preliminary dimensions of filtration basin chamber.
WQv = 12854 cf
df = 1.5 ft - filter depth
k = 3.5 ft/day - sand
hf = 0.75 ft
tf = 1 day - drain time
Af = 2450 sf < NCDENR Min Filter SA
HOWEVER, USE:
Af = 2450 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 30 60 1.5 2:1
Step 7 - Size sedimentation basin:
Surface sand filter. The sedimentation chamber should be sized to at least 25% of the
computed tiJb'Q-, and have a length -to -width ratio of 2:1. The Camp -Hazen equation is used
to compute the required surface area:
Ar, _ - (Qdw) ' Ln (1-E)
Where -
A,
here -AS = sedimentation basin surface area (ft2]
Qo = rate of outflow = the WQ„ over a 24-hour period
w = particle settlinq velocity (ftisec)
E = trap efficiency
Assuminq:
90% sediment trap efficiency (0.9)
+ particle settlinq velocity (ftisec) = 0.0004 ftisec for imperviousness < 75%
+ particle settling velocity (ftisec) = 00033 ftisec for imperviousness ;� 75%
f average of 24 hour holding period
Then
AS = (0.066) (W Q,) ft2 for I < 75%
A, _ (0.0081) (WQ,) ftp for I � 7!5%
Set preliminary dimensions of sedimentation chamber -
Q0
= 12854 cf / day
W
= 0.0004 ft/sec
E
= 0.9
As
= 848 sf
HOWEVER, USE:
As
= 848 sf
W L
Approx Chamber Dim:
= 30 60
for IA < 75%
< NCDENR Min Sed Basin SA
APPENDIX G
hmax Dim Ratio
1.5 2:1
Site: BMP -3 (Martin Drive)

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -3 (Martin Drive)
Step 8 - Compute Vmin:
Vmin = 0.75 * WO,
Vmin = 9641 cf
Step 9 - Compute storage volumes within entire facility and sedimentation chamber orifice size:
Surface sand filter.
Vnrn = 0.75 WO, = Vs + Vf + V f -temp
(1) Compute Vf = water volume within filter b ed1g rave 1) pi pe = Af " df' n
Where: n = porosity = 0-4 for most applications
(2) Compute Vf,,,p = temporary storage volume above the filter bed = 2 - h " A
(3) Compute V, = volume within sediment chamber = Vmin - \rf - V' -,emu
(4) Compute hs = height in sedimentation chamber = V+ iA�
(5) Ensure hs and hf fit available head and other dimensions still fit — change as necessary
in design iterations until all site dimensions fit.
(61 Size orifice from sediment chamber to filter chamber to release Vg within 24 -hours at
average release rate with 0.5 h� as average head.
(7) Desiqn outlet structure with perforations ally winq for a safety factor of 10 (see example)
(8) Size distribution chamber to spread flow over filtration media — level spreader weir or
orifices.
2/8/2007
Page 12 of 36
Vf =
1470
cf
Filter Bed Volume
Vf-temp =
3675
cf
Temp Storage above Filter Bed
Vs =
4496
cf
Sediment Chamber Volume
hs =
2.500
cf
Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ANT BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 35 70 1.50 2.0:1
Sed Basin Dimensions: = 35 90 1.50 2.6:1
BMP Site Desian Elevations
Site Design
Sediment Chamber:
Nat Gnd
37.2
Volume (Vs):
4725
cf
Surface Area (As):
3150
sf
Depth (hs):
1.50
ft
Sand Filter Chamber:
WQ ool
34.6
Filter Volume (Vf):
3675
cf
Surface Area (Af):
2450
sf
Filter Depth (df):
1.50
ft
BMP Site Desian Elevations
Site: BMP -3 (Martin Drive)
APPENDIX G
Elev
Length Slope
Nat Gnd
37.2
Inflow Elev
35.3
Spillway
35.3
75 7.07%
Freeboard
0.7
WQ ool
34.6
Depth to Bed
4.1 -ft
SF bed
33.1
Underdrain
30.9
180 0.50%
Outflow
30.0
Adkin Inv
29.0
Site: BMP -3 (Martin Drive)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -3 (Martin Drive)
Step 8 - Compute Vmin:
Vmin = 0.75 * WO,
Vmin = 9641 cf
Step 9 - Compute storage volumes within entire facility and sedimentation chamber orifice size:
Surface sand filter.
Vnrn = 0.75 WO, = Vs + Vf + V f -temp
(1) Compute Vf = water volume within filter b ed1g rave 1) pi pe = Af " df' n
Where: n = porosity = 0-4 for most applications
(2) Compute Vf,,,p = temporary storage volume above the filter bed = 2 - h " A
(3) Compute V, = volume within sediment chamber = Vmin - \rf - V' -,emu
(4) Compute hs = height in sedimentation chamber = V+ iA�
(5) Ensure hs and hf fit available head and other dimensions still fit — change as necessary
in design iterations until all site dimensions fit.
(61 Size orifice from sediment chamber to filter chamber to release Vg within 24 -hours at
average release rate with 0.5 h� as average head.
(7) Desiqn outlet structure with perforations ally winq for a safety factor of 10 (see example)
(8) Size distribution chamber to spread flow over filtration media — level spreader weir or
orifices.
2/8/2007
Page 12 of 36
Vf =
1470
cf
Filter Bed Volume
Vf-temp =
3675
cf
Temp Storage above Filter Bed
Vs =
4496
cf
Sediment Chamber Volume
hs =
2.500
cf
Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ANT BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 35 70 1.50 2.0:1
Sed Basin Dimensions: = 35 90 1.50 2.6:1
BMP Site Desian Elevations
Site Design
Sediment Chamber:
Nat Gnd
37.2
Volume (Vs):
4725
cf
Surface Area (As):
3150
sf
Depth (hs):
1.50
ft
Sand Filter Chamber:
WQ ool
34.6
Filter Volume (Vf):
3675
cf
Surface Area (Af):
2450
sf
Filter Depth (df):
1.50
ft
BMP Site Desian Elevations
Site: BMP -3 (Martin Drive)
APPENDIX G
Elev
Length Slope
Nat Gnd
37.2
Inflow Elev
35.3
Spillway
35.3
75 7.07%
Freeboard
0.7
WQ ool
34.6
Depth to Bed
4.1 -ft
SF bed
33.1
Underdrain
30.9
180 0.50%
Outflow
30.0
Adkin Inv
29.0
Site: BMP -3 (Martin Drive)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -4 (Miller Street)
Drainage Areas by Soil Series
Series Group SF Ac Percent
BB
D
22765.5
0.52 15.1%
Cr
C
0
84.9%
Cv
C
0
0.0%
Go
B
0
15.1%
Jo
B
0
100.0%
Ka
B
127668
2.93 84.9%
Ke
A
0
sf
La
A
0
1.5
Na
B
0
Nc
B
0
Wd
A
0
Wn
B/D
0
150433.5
3.45 100.0%
Drainage Areas by Hydrologic Soil Groups
Group SF Ac Percent
A
0
0.00
0.0%
B
127668
2.93
84.9%
C
0
0.00
0.0%
D
22765.5
0.52
15.1%
TOTAL
150433.5
3.45
100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs & Meth. Design Requirements
2/8/2007
Page 13 of 36
Time of Concentration Details
L S n
Sheet
50
0.5%
0.24
Shallow
397
1.8%
3.45
C&G
155
0.7%
0.012
System
178
1.1%
0.012
780
Filter Volume (Vf):
Calculated % Impervious Area of Basin
Total Basin - IA
Residential - IA
Residential: Lots 0.11 Ac (Avg)
Land Use by Hydrologic Soil Groups
IA - Road IA - Roof, etc Lawn/Open Woods
25.00% 0.00%
Sediment Chamber:
Volume (Vs):
NCDENR Minimum
0.69
0.73 1.51
2063 cf
Surface Area (As):
0.00
0.14 0.38
3.45
<= Area Check
Sediment Chamber:
Volume (Vs):
NCDENR Minimum
Site Design Summary
1865 cf
2063 cf
Surface Area (As):
1244
sf
1375
sf
Depth (hs):
1.5
ft
1.5
ft
Sand Filter Chamber:
Filter Volume (Vf):
1865
cf
1875
cf
Surface Area (Af):
1244
sf
1250
sf
Filter Depth (df):
1.5
ft
1.5
ft
Austin Sand Filter:
Sed. Surface Area 627 sf
Site: BMP -4 (Miller Street)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -4 (Miller Street)
Step 1 - Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) = 0.14 Ac -ft
WQv = 6268 cf
Simple Method:
IA
Rv
Runoff from 1" Rainfall (WQv)
Q
Mod. CN
THEREFORE, USE:
WQv
Step 2 - Site Feasibilitv:
Sys Inv / Inflow Elev
Stream Inv /Outflow Elev
Total Available Depth
Check Design Depth
NG Elev at Boring
Water depth
Water Elev at Boring
45.3%
0.46 in / in
= 5732 cf
0.46 in
= 93
0.14 Ac -ft 2:1
5732 cf 45 90
30.3 ft - Based on 1 -ft Tailwater Depth
25.9 ft - Between INV & BKF based on Adkin Br Restoration
4.4 ft
3.9 ft
31.3
3.0
28.3 ft
Step 3 - Confirm local design criteria and applicability:
Check with local officials and other agencies to determine if there are any additional
restrictions andror surface grater or watershed requirements that may apply.
2/8/2007
Page 14 of 36
N/A - Per meeting on Jan 30, 2007, City of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 - Compute WQ v peak discharge:
The peak rate of discharge for ,nater quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) UsingWQ,,, compute CN
(b) Compute time of concentration using TR -55 method
(c) Determine appropriate unit peak discharge from time of concentration
(d) Compute Q,a from unit peak discharge: drainage area, and WQ,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 - Compute WQ v peak discharge:
A flow regulator (or flow splitter diversion structure) should be supplied to divert the WO, to
the sand filter facility.
Size low flow orifice, weir, or other device to pass Q,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Site: BMP -4 (Miller Street)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design 2/8/2007
Site: BMP -4 (Miller Street) Page 15 of 36
Step 6 - Size filtration basin chamber:
-re f ter area is sized using the following equation (based on Darcys Law):
Af = (WQ,,) (df) / L(k) (hf - df) (tf)1
Af = surface area of finer bed (ft`)
df = filter bed depth
(typically 18 inches, no more than 24 inches)
k = coefficient of permeability of filter media (fVday)
(use 3.5 fUday for sand)
hf = average height of water above filter bed (ft)
(112 h,„,,,, which varies based on site but h,.,a„ is typically 5 6 feet)
tf = design filter bed drain time (days)
(1.67 days or 40 hours is recommended maximum)
Set preliminary dimensions of filtration basin chamber.
WQV = 5732 cf
df = 1.5 ft - filter depth
k = 3.5 ft/day - sand
hf = 0.75 ft
tf = 1 day - drain time
Af = 1095 sf < NCDENR Min Filter SA
HOWEVER, USE:
Af = 1095 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 20 40 1.5 2:1
Step 7 - Size sedimentation basin:
Surface sarin filter. The sedimentation chamber should be sized to at least 25% of the
computed V QM and have a length -to -width ratio of 2:1. The Camp -Hazen equation is used
to compute the required surface area:
Ar, _ - (Qdw) ' Ln (1-E)
Where:
AS = sedimentation basin surface area (ft)
Q� = rate of outflow = the WQ, over a 24-hour period
w = particle settling velocity (ftlsec)
E = trap efficiency
Assuming,.
90% sediment trap efficiency (0.9)
particle settling velocity (ft/sec) = 0.0004 ftisec for imperviousness < 75%
particle settling velocity (Wsec) = 00033 fUsec for imperviousness - 75%
+ average of 24 hour holding period'
Then:
AS = (0.066) (WQ„) ft` for I < 75%
A, _ (0.0081) (WQ j ft2 for I � 75%
Set preliminary dimensions of sedimentation chamber -
Q0
= 5732 cf / day
W
= 0.0004 ft/sec
E
= 0.9
As
= 378 sf
HOWEVER, USE:
As
= 378 sf
W L
Approx Chamber Dim:
= 20 40
for IA < 75%
< NCDENR Min Sed Basin SA
APPENDIX G
hmax Dim Ratio
1.5 2:1
Site: BMP -4 (Miller Street)

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -4 (Miller Street)
Step 8 - Compute Vmin:
Vmin = 0.75 * WO,
Vmin = 4299 cf >= NCDENR Min Volume for Total Basin
Step 9 - Compute storage volumes within entire facility and sedimentation chamber orifice size:
Surface sand filter.
Vnrn = 0.75 WO, = Vs + Vf + V f -temp
(1) Compute Vf = water volume within filter b ed1g rave 1) pi pe = Af " df' n
Where: n = porosity = 0-4 for most applications
(2) Compute Vf,,,p = temporary storage volume above the filter bed = 2 - h " A
(3) Compute V, = volume within sediment chamber = Vmin - Vf - V' -,emu
(4) Compute hs = height in sedimentation chamber = V+ iA�
(5) Ensure hs and hf fit available head and other dimensions still fit — change as necessary
in design iterations until all site dimensions fit.
[61 Size orifice from sediment chamber to filter chamber to release Vg within 24 -hours at
average release rate with 0.5 h� as average head.
(7) Desiqn outlet structure with perforations ally winq for a safety factor of 10 (see example)
(8) Size distribution chamber to spread flow over filtration media — level spreader weir or
orifices.
2/8/2007
Page 16 of 36
Vf =
657
cf
Filter Bed Volume
Vf-temp =
1643
cf
Temp Storage above Filter Bed
Vs =
2000
cf
Sediment Chamber Volume
hs =
2.500
cf
Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ADJ'D BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 25 50 1.50 2.0:1
Sed Basin Dimensions: = 25 55 1.50 2.2:1
APPENDIX G
BMP Site Desian Elevations
Site Design
Sediment Chamber:
Nat Gnd
31.3
Volume (Vs):
2063
cf
Surface Area (As):
1375
sf
Depth (hs):
1.50
ft
Sand Filter Chamber:
WQ ool
30.3
Filter Volume (Vf):
1875
cf
Surface Area (Af):
1250
sf
Filter Depth (df):
1.50
ft
APPENDIX G
BMP Site Desian Elevations
Site: BMP -4 (Miller Street)
Elev
Length Slope
Nat Gnd
31.3
Inflow Elev
30.3
Spillway
30.3
75 5.91%
Freeboard
0.0
WQ ool
30.3
Depth to Bed
2.5 -ft
SF bed
28.8
Underdrain
26.6
150 0.50%
Outflow
25.9
Adkin Inv
24.9
Site: BMP -4 (Miller Street)

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -5 (South Dover Street)
Drainage Areas by Soil Series
Series Group SF Ac Percent
BB
D
58036.4
1.33 15.1%
Cr
C
0
0.0%
Cv
C
0
0.0%
Go
B
0
15.1%
Jo
B
0
100.0%
Ka
B
0
cf
Ke
A
325458
7.47 84.9%
La
A
0
Filter Depth (df):
Na
B
0
ft
Nc
B
0
Wd
A
0
Wn
B/D
0
383494.4
8.804 100.0%
Drainage Areas by Hydrologic Soil Groups
Group SF Ac Percent
A
325458
7.47
84.9%
B
0
0.00
0.0%
C
0
0.00
0.0%
D
58036.4
1.33
15.1%
TOTAL
383494.4
8.80
100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs & Meth. Design Requirements
2/8/2007
Page 17 of 36
Time of Concentration Details
L S n
Sheet
50
0.5%
0.24
Shallow
270
1.1%
8.80
C&G
471
0.5%
0.012
System
499
1.0%
0.012
1290
Calculated % Impervious Area of Basin
Total Basin - IA
Residential - IA
Residential: Lots 0.16 - 0.3
Land Use by Hydrologic Soil Groups
IA - Road IA - Roof, etc Lawn/Open Woods
26.60% 0.00%
1.58
1.99 3.90
Site Design Summary
4755 cf
4500
cf
0.15
0.09 1.09 0.00
8.80
<= Area Check
Sediment Chamber:
Volume (Vs):
NCDENR Minimum
Site Design Summary
4755 cf
4500
cf
Surface Area (As):
3170
sf
2250
sf
Depth (hs):
1.5
ft
2
ft
Sand Filter Chamber:
Filter Volume (Vf):
4755
cf
3600
cf
Surface Area (Af):
3170
sf
1800
sf
Filter Depth (df):
1.5
ft
1.5
ft
Austin Sand Filter:
Sed. Surface Area 1598 sf
Site: BMP -5 (South Dover Street)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -5 (South Dover Street)
Step 1 - Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) = 0.37 Ac -ft
WQv = 15979 cf
Simple Method:
IA
Rv
Runoff from 1" Rainfall (WQv)
Q
Mod. CN
THEREFORE, USE:
WQv
Step 2 - Site Feasibilitv:
Sys Inv / Inflow Elev
Stream Inv /Outflow Elev
Total Available Depth
Check Design Depth
NG Elev at Boring
Water depth
Water Elev at Boring
43.3%
0.44 in / in
= 14040 cf
0.44 in
= 93
0.33 Ac -ft 1 2:1
14040 cf 60 120
26.8 ft - Based on NO Tailwater Depth
21.2 ft - Between INV & BKF based on Adkin Br Restoration
5.6 ft
4.4 ft
31.3
6.0
25.3 ft
Step 3 - Confirm local design criteria and applicability:
Check with local officials and other agencies to determine if there are any additional
restrictions andror surface grater or watershed requirements that may apply.
2/8/2007
Page 18 of 36
N/A - Per meeting on Jan 30, 2007, City of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 - Compute WQ v peak discharge:
The peak rate of discharge for ,nater quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) UsingWQ,,, compute CN
(b) Compute time of concentration using TR -55 method
(c) Determine appropriate unit peak discharge from time of concentration
(d) Compute Q,a from unit peak discharge: drainage area, and WQ,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 - Compute WQ v peak discharge:
A flow regulator (or flow splitter diversion structure) should be supplied to divert the WO, to
the sand filter facility.
Size low flow orifice, weir, or other device to pass Q,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Site: BMP -5 (South Dover Street)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -5 (South Dover Street)
Step 6 - Size filtration basin chamber:
-re f ter area is sized using the following equation (based on Darcyrs Law):
Af = (WQ,,) (df) / L(k) (hf - df) (tf)1
Af = surface area of fifter bed {ft`)
df = filter bed depth
(typically 1$ inches, no more than 24 inches)
k = coefficient of permeability of filter media (fVday)
(use 3.5 fUday for sand)
hf = average height of water above filter bed (ft)
(112 h,„,,,, which varies based on site but h,.,a„ is typ ea' <_ 6 feet)
tf = design filter bed drain time (days)
(1.67 days or 40 hours is recommended maximum)
Set preliminary dimensions of filtration basin chamber.
WQv = 14040 cf
df = 1.5 ft - filter depth
k = 3.5 ft/day - sand
hf = 1 ft
tf = 1 day - drain time
Af = 2410 sf < NCDENR Min Filter SA
HOWEVER, USE:
Af = 2410 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 25 50 2 2:1
Step 7 - Size sedimentation basin:
Surface sarin filter. The sedimentation chamber should be sized to at least 25% of the
computed V QM and have a length -to -width ratio of 2:1. The Camp -Hazen equation is used
to compute the required surface area:
Ar, _ - (Qdw) ' Ln (1-E)
Where:
AS = sedimentation basin surface area (ft)
Q� = rate of outflow = the WQ, over a 24-hour period
w = particle settling velocity (ftfsec)
E = trap efficiency
Assuming,.
90% sediment trap efficiency (0.9)
particle settling velocity {ft/sec) = 0.0004 ft1sec for imperviousness < 75%
particle settling velocity (Wsec) = 00033 fUsec for imperviousness - 75%
+ average of 24 hour holding period'
Then:
AS = (0.066) (WQ„) ft` for I < 75%
A, _ (0.0081) (WQ j ft2 for I � 75%
Set preliminary dimensions of sedimentation chamber -
Q0
= 14040 cf / day
W
= 0.0004 ft/sec
E
= 0.9
As
= 927 sf
HOWEVER, USE:
As
= 927 sf
W L
Approx Chamber Dim:
= 25 50
for IA < 75%
< NCDENR Min Sed Basin SA
APPENDIX G
hmax Dim Ratio
2 2:1
2/8/2007
Page 19 of 36
Site: BMP -5 (South Dover Street)

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -5 (South Dover Street)
Step 8 - Compute Vmin:
Vmin = 0.75 * WO,
Vmin = 10530 cf >= NCDENR Min Volume for Total Basin
Step 9 - Compute storage volumes within entire facility and sedimentation chamber orifice size:
Surface sand filter.
Vnrn = 0.75 WO, = Vs + Vf + V f -temp
(1) Compute Vf = water volume within filter b ed1g rave 1) pi pe = Af " df' n
Where: n = porosity = 0-4 for most applications
(2) Compute Vf,,,p = temporary storage volume above the filter bed = 2 - h " A
(3) Compute V, = volume within sediment chamber = Vmin - Vf - V' -,emu
(4) Compute hs = height in sedimentation chamber = V+ iA�
(5) Ensure hs and hf fit available head and other dimensions still fit — change as necessary
in design iterations until all site dimensions fit.
[61 Size orifice from sediment chamber to filter chamber to release Vg within 24 -hours at
average release rate with 0.5 h� as average head.
(7) Desiqn outlet structure with perforations ally winq for a safety factor of 10 (see example)
(8) Size distribution chamber to spread flow over filtration media — level spreader weir or
orifices.
2/8/2007
Page 20 of 36
Vf =
1446
cf
Filter Bed Volume
Vf-temp =
4820
cf
Temp Storage above Filter Bed
Vs =
4264
cf
Sediment Chamber Volume
hs =
3.410
cf
Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ADJ'D BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 30 60 2.00 2.0:1
Sed Basin Dimensions: = 30 75 2.00 2.5:1
APPENDIX G
BMP Site Desian Elevations
Site Design
Sediment Chamber:
Nat Gnd
31.3
Volume (Vs):
4500
cf
Surface Area (As):
2250
sf
Depth (hs):
2.00
ft
Sand Filter Chamber:
WQ ool
26.7
Filter Volume (Vf):
2700
cf
Surface Area (Af):
1800
sf
Filter Depth (df):
1.50
ft
APPENDIX G
BMP Site Desian Elevations
Site: BMP -5 (South Dover Street)
Elev
Length Slope
Nat Gnd
31.3
Inflow Elev
26.8
Spillway
26.8
175 3.18%
Freeboard
0.1
WQ ool
26.7
Depth to Bed
6.6 -ft
SF bed
24.7
Underdrain
22.5
265 0.50%
Outflow
21.2
Adkin Inv
20.2
Site: BMP -5 (South Dover Street)

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -6 (South Seacrest Street)
Drainage Areas by Soil Series
Series Group SF Ac Percent
BB
D
94128
2.16
11.8%
Cr
C
0
C
0
Cv
C
0
94128
2.16
Go
B
0
18.39
100.0%
Jo
B
0
cf
4900
Ka
B
0
sf
2450
Ke
A
145505
3.34
18.2%
La
A
0
Na
B
233198
5.35
29.1%
Nc
B
0
Wd
A
328122
7.53
41.0%
Wn
B/D
0
800953
18.39
100.0%
Drainage Areas by Hydrologic Soil Groups
Group SF Ac Percent
A
473627
10.87
59.1%
B
233198
5.35
29.1%
C
0
0.00
0.0%
D
94128
2.16
11.8%
TOTAL
800953
18.39
100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs & Meth. Design Requirements
2/8/2007
Page 21 of 36
Time of Concentration Details
L S n
Sheet
50
0.5%
0.24
Shallow
700
3.1%
18.39
C&G
940
2.6%
0.016
24" Conc
230
1.3%
0.012
1920
Calculated % Impervious Area of Basin
Total Basin - IA
Residential - IA
Residential: Lots 0.16 - 0.3
Land Use by Hydrologic Soil Groups
IA - Road IA - Roof, etc Lawn/Open Woods
14.04% 13.17% 66.55% 6.24%
1.82
1.01 7.64 0.40
0.67
1.27 2.67 0.75
6300
cf
0.10
0.15 1.92 0.00
18.39
<= Area Check
Sediment Chamber:
Volume (Vs):
NCDENR Minimum
Site Design Summary
9930 cf
6300
cf
Surface Area (As):
6620
sf
3150
sf
Depth (hs):
1.5
ft
2
ft
Sand Filter Chamber:
Filter Volume (Vf):
9930
cf
4900
cf
Surface Area (Af):
6620
sf
2450
sf
Filter Depth (df):
1.5
ft
1.5
ft
Austin Sand Filter:
Sed. Surface Area 3337 sf
Site: BMP -6 (South Seacrest Street)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -6 (South Seacrest Street)
Step 1 - Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) = 0.77 Ac -ft
WQv = 33373 cf
Simple Method:
IA
Rv
Runoff from 1" Rainfall (WQv)
Q
Mod. CN
THEREFORE, USE:
WQv
Step 2 - Site Feasibilitv:
Sys Inv / Inflow Elev
Stream Inv /Outflow Elev
Total Available Depth
Check Design Depth
NG Elev at Boring
Water depth
Water Elev at Boring
27.2%
0.29 in / in
= 19683 cf
0.29 in
= 89
0.46 Ac -ft 1 2:1
19683 7cf 75 150
25.7 ft - Based on 1 -ft Tailwater Depth
= 20.4 ft - Between INV & BKF based on Adkin Br Restoration
5.3 ft
4.4 ft
26.5
3.0
23.5 ft
Step 3 - Confirm local design criteria and applicability:
Check with local officials and other agencies to determine if there are any additional
restrictions andror surface grater or watershed requirements that may apply.
2/8/2007
Page 22 of 36
N/A - Per meeting on Jan 30, 2007, City of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 - Compute WQ v peak discharge:
The peak rate of discharge for ,nater quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) UsingWQ,,, compute CN
(b) Compute time of concentration using TR -55 method
(c) Determine appropriate unit peak discharge from time of concentration
(d) Compute Q,a from unit peak discharge: drainage area, and WQ,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 - Compute WQ v peak discharge:
A flow regulator (or flow splitter diversion structure) should be supplied to divert the WO, to
the sand filter facility.
Size low flow orifice, weir, or other device to pass Q,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Site: BMP -6 (South Seacrest Street)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -6 (South Seacrest Street)
Step 6 - Size filtration basin chamber:
-he f ter area is sized using the following equation (based on Darcys Law):
Af = (WQ,,) (df) 1 L(k) (hf - df) (tf)1
Af = surface area of fifter bed {ft`)
df = filter bed depth
(typically 1$ inches, no more than 24 inches)
k = coefficient of permeability of filter media (fVday)
(use 3.5 fUday for sand)
hf = average height of water above filter bed (ft)
(1/2 h,„,,,, which varies based on site but h,.,a„ is typically 5 6 feet)
tf = design filter bed drain time (days)
(1.67 days or 40 hours is recommended maximum)
Set preliminary dimensions of filtration basin chamber.
WQV = 19683 cf
df = 1.5 ft - filter depth
k = 3.5 ft/day - sand
hf = 1 ft
tf = 1 day - drain time
Af = 3375 sf < NCDENR Min Filter SA
HOWEVER, USE:
Af = 3375 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 30 60 2 2:1
Step 7 - Size sedimentation basin:
Surface sarin filter. The sedimentation chamber should be sized to at least 25% of the
computed V QM and have a length -to -width ratio of 2:1. The Camp -Hazen equation is used
to compute the required surface area:
Ar, _ - (Qdw) ' Ln (1-E)
Where:
AS = sedimentation basin surface area (ft?)
Q� = rate of outflow = the WQ, over a 24-hour period
w = particle settling velocity (ftfsec)
E = trap efficiency
Assuming,.
90% sediment trap efficiency (0.9)
particle settling velocity {ft/sec) = 0.0004 ft/sec for imperviousness < 75%
particle settling velocity (Wsec) = 00033 ft/sec for imperviousness - 75%
+ average of 24 hour holding period'
Then:
AS = (0.066) (WQ„) ft` for I < 75%
A, _ (0.0081) (WQ j ft2 for I � 75%
Set preliminary dimensions of sedimentation chamber -
Q0
= 19683 of / day
W
= 0.0004 ft/sec
E
= 0.9
As
= 1299 sf
HOWEVER, USE:
As
= 1299 sf
W L
Approx Chamber Dim:
= 30 60
for IA < 75%
< NCDENR Min Sed Basin SA
APPENDIX G
hmax Dim Ratio
2 2:1
2/8/2007
Page 23 of 36
Site: BMP -6 (South Seacrest Street)

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -6 (South Seacrest Street)
Step 8 - Compute Vmin:
Vmin = 0.75 * WO,
Vmin = 14763 cf < NCDENR Min Volume for Total Basin
Step 9 - Compute storage volumes within entire facility and sedimentation chamber orifice size:
Surface sand filter.
Vnrn = 0.75 WO, = V4 + Vf + V f -temp
(1) Compute Vf = water volume within filter b ed1g rave 1) pi pe = Af " df' n
Where: n = porosity = 0-4 for most applications
(2) Compute Vf,,,p = temporary storage volume above the filter bed = 2 - h " A
(3) Compute V, = volume within sediment chamber = Vmin - Vf - V' -,emu
(4) Compute hs = height in sedimentation chamber = V+ iA�
(5) Ensure hs and hf fit available head and other dimensions still fit — change as necessary
in design iterations until all site dimensions fit.
[61 Size orifice from sediment chamber to filter chamber to release Vg within 24 -hours at
average release rate with 0.5 h� as average head.
(7) Desiqn outlet structure with perforations ally winq for a safety factor of 10 (see example)
(8) Size distribution chamber to spread flow over filtration media — level spreader weir or
orifices.
2/8/2007
Page 24 of 36
Vf =
2025
cf
Filter Bed Volume
Vf-temp =
6750
cf
Temp Storage above Filter Bed
Vs =
5988
cf
Sediment Chamber Volume
hs =
3.330
cf
Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ADJ'D BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 35 70 2.00 2.0:1
Sed Basin Dimensions: = 35 90 2.00 2.6:1
APPENDIX G
BMP Site Desian Elevations
Site Design
Sediment Chamber:
Nat Gnd
26.5
Volume (Vs):
6300
cf
Surface Area (As):
3150
sf
Depth (hs):
2.00
ft
Sand Filter Chamber:
WQ ool
25.5
Filter Volume (Vf):
3675
cf
Surface Area (Af):
2450
sf
Filter Depth (df):
1.50
ft
APPENDIX G
BMP Site Desian Elevations
Site: BMP -6 (South Seacrest Street)
Elev
Length Slope
Nat Gnd
26.5
Inflow Elev
25.7
Spillway
25.7
75 7.01%
Freeboard
0.2
WQ ool
25.5
Depth to Bed
3.0 -ft
SF bed
23.5
Underdrain
21.3
180 0.50%
Outflow
20.4
Adkin Inv
19.4
Site: BMP -6 (South Seacrest Street)

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -7 (South Myrtle Avenue)
Drainage Areas by Soil Series
Series Group SF Ac Percent
BB
D
95597.4
2.19 18.0%
Cr
C
0
0.0%
Cv
C
0
0.0%
Go
B
0
18.0%
Jo
B
0
100.0%
Ka
B
0
cf
Ke
A
435610
10.00 82.0%
La
A
0
Filter Depth (df):
Na
B
0
ft
Nc
B
0
Wd
A
0
Wn
B/D
0
531207.4
12.19 100.0%
Drainage Areas by Hydrologic Soil Groups
Group SF Ac Percent
A
435610
10.00
82.0%
B
0
0.00
0.0%
C
0
0.00
0.0%
D
95597.4
2.19
18.0%
TOTAL
531207.4
12.19
100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs & Meth. Design Requirements
2/8/2007
Page 25 of 36
Time of Concentration Details
L S n
Sheet
50
0.5%
0.24
Shallow
280
1.1%
12.19
Channel
330
2.1%
0.035
24" Conc
0
ft
0.012
660
Calculated % Impervious Area of Basin
Total Basin - IA
Residential - IA
Residential: Lots 0.16 - 0.3
Land Use by Hydrologic Soil Groups
IA - Road IA - Roof, etc Lawn/Open Woods
6.04% 8.22% 85.74% 0.00%
0.67
0.97 8.36
Site Design Summary
6586 cf
2925
cf
0.06
0.04 2.09 0.00
12.19
<= Area Check
Sediment Chamber:
Volume (Vs):
NCDENR Minimum
Site Design Summary
6586 cf
2925
cf
Surface Area (As):
4391
sf
1950
sf
Depth (hs):
1.5
ft
1.5
ft
Sand Filter Chamber:
Filter Volume (Vf):
6586
cf
2700
cf
Surface Area (Af):
4391
sf
1800
sf
Filter Depth (df):
1.5
ft
1.5
ft
Austin Sand Filter:
Sed. Surface Area 2213 sf
Site: BMP -7 (South Myrtle Avenue)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -7 (South Myrtle Avenue)
Step 1 - Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) = 0.51 Ac -ft
WQv = 22134 cf
Simple Method:
IA
Rv
Runoff from 1" Rainfall (WQv)
Q
Mod. CN
THEREFORE, USE:
WQv
Step 2 - Site Feasibilitv:
Sys Inv / Inflow Elev
Stream Inv /Outflow Elev
Total Available Depth
Check Design Depth
NG Elev at Boring
Water depth
Water Elev at Boring
14.3%
0.18 in / in
= 7894 cf
0.18 in
= 85
0.19 Ac -ft 1 2:1
7894 cf 55 110
24.6 ft - Based on 1 -ft Tailwater Depth
= 19.6 ft - Between INV & BKF based on Adkin Br Restoration
5.0 ft
3.9 ft
28.5
3.0
25.5 ft
Step 3 - Confirm local design criteria and applicability:
Check with local officials and other agencies to determine if there are any additional
restrictions andror surface grater or watershed requirements that may apply.
2/8/2007
Page 26 of 36
N/A - Per meeting on Jan 30, 2007, City of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 - Compute WQ v peak discharge:
The peak rate of discharge for ,nater quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) UsingWQ,,, compute CN
(b) Compute time of concentration using TR -55 method
(c) Determine appropriate unit peak discharge from time of concentration
(d) Compute Q,a from unit peak discharge: drainage area, and WQ,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 - Compute WQ v peak discharge:
A flow regulator (or flow splitter diversion structure) should be supplied to divert the WO, to
the sand filter facility.
Size low flow orifice, weir, or other device to pass Q,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Site: BMP -7 (South Myrtle Avenue)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -7 (South Myrtle Avenue)
Step 6 - Size filtration basin chamber:
-re f ter area is sized using the following equation (based on Darcys Law):
Af = (WQ,,) (df) / L(k) (hf - df) (tf)1
Af = surface area of fifter bed {ft`)
df = filter bed depth
(typically 18 inches, no more than 24 inches)
k = coefficient of permeability of filter media (fVday)
(use 3.5 fUday for sand)
hf = average height of water aboye filter bed (ft)
(112 h,„,,,, which varies based on site but h,.,a„ is typically 5 6 feet)
tf = design filter bed drain time (days)
(1.67 days or 40 hours is recommended maximum)
Set preliminary dimensions of filtration basin chamber.
WQv = 7894 cf
df = 1.5 ft - filter depth
k = 3.5 ft/day - sand
hf = 0.75 ft
tf = 1 day - drain time
Af = 1505 sf < NCDENR Min Filter SA
HOWEVER, USE:
Af = 1505 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 25 50 1.5 2:1
Step 7 - Size sedimentation basin:
Surface sarin filter. The sedimentation chamber should be sized to at least 25% of the
computed V QM and have a length -to -width ratio of 2:1. The Camp -Hazen equation is used
to compute the required surface area:
Ar, _ - (Qdw) ' Ln (1-E)
Where:
AS = sedimentation basin surface area (ft)
Q� = rate of outflow = the WQ, over a 24-hour period
w = particle settling velocity (ftlsec)
E = trap efficiency
Assuming,.
90% sediment trap efficiency (0.9)
particle settlinq velocity {ft/sec) = 0.0004 ft1sec for imperyiousness < 75%
particle settling velocity (Wsec) = 00033 fUsec for imperviousness - 75%
+ average of 24 hour holding period'
Then:
AS = (0.066) (WQ„) ft` for I < 75%
A, _ (0.0081) (WQ j ft2 for I � 75%
Set preliminary dimensions of sedimentation chamber -
Q0
= 7894 cf / day
W
= 0.0004 ft/sec
E
= 0.9
As
= 521 sf
HOWEVER, USE:
As
= 521 sf
W L
Approx Chamber Dim:
= 25 50
for IA < 75%
< NCDENR Min Sed Basin SA
APPENDIX G
hmax Dim Ratio
1.5 2:1
2/8/2007
Page 27 of 36
Site: BMP -7 (South Myrtle Avenue)

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -7 (South Myrtle Avenue)
Step 8 - Compute Vmin:
Vmin = 0.75 * WO,
Vmin = 5921 cf < NCDENR Min Volume for Total Basin
Step 9 - Compute storage volumes within entire facility and sedimentation chamber orifice size:
Surface sand filter.
Vnrn = 0.75 WO, = Vs + Vf + V f -temp
(1) Compute Vf = water volume within filter b ed1g rave 1) pi pe = Af " df' n
Where: n = porosity = 0-4 for most applications
(2) Compute Vf,,,p = temporary storage volume above the filter bed = 2 - h " A
(3) Compute V, = volume within sediment chamber = Vmin - Vf - V' -,emu
(4) Compute hs = height in sedimentation chamber = V+ iA�
(5) Ensure hs and hf fit available head and other dimensions still fit — change as necessary
in design iterations until all site dimensions fit.
[61 Size orifice from sediment chamber to filter chamber to release Vg within 24 -hours at
average release rate with 0.5 h� as average head.
(7) Desiqn outlet structure with perforations ally winq for a safety factor of 10 (see example)
(8) Size distribution chamber to spread flow over filtration media — level spreader weir or
orifices.
2/8/2007
Page 28 of 36
Vf =
903
cf
Filter Bed Volume
Vf-temp =
2258
cf
Temp Storage above Filter Bed
Vs =
2761
cf
Sediment Chamber Volume
hs =
2.210
cf
Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ADJ'D BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 30 60 1.50 2.0:1
Sed Basin Dimensions: = 30 65 1.50 2.2:1
APPENDIX G
BMP Site Desian Elevations
Site Design
Sediment Chamber:
Nat Gnd
28.5
Volume (Vs):
2925
cf
Surface Area (As):
1950
sf
Depth (hs):
1.50
ft
Sand Filter Chamber:
WQ ool
24.4
Filter Volume (Vf):
2700
cf
Surface Area (Af):
1800
sf
Filter Depth (df):
1.50
ft
APPENDIX G
BMP Site Desian Elevations
Site: BMP -7 (South Myrtle Avenue)
Elev
Length Slope
Nat Gnd
28.5
Inflow Elev
24.6
Spillway
24.6
150 3.35%
Freeboard
0.2
WQ ool
24.4
Depth to Bed
5.6 -ft
SF bed
22.9
Underdrain
20.8
240 0.50%
Outflow
19.6
Adkin Inv
18.6
Site: BMP -7 (South Myrtle Avenue)

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -8 (Holloway Drive)
Drainage Areas by Soil Series
Series Group SF Ac Percent
BB
D
32798
0.75 19.8%
Cr
C
0
0.0%
Cv
C
0
0.0%
Go
B
0
19.8%
Jo
B
0
100.0%
Ka
B
0
1200
Ke
A
132521
3.04 80.2%
La
A
0
1.5
Na
B
0
Nc
B
0
Wd
A
0
Wn
B/D
0
165319
3.80 100.0%
Drainage Areas by Hydrologic Soil Groups
Group SF Ac Percent
A
132521
3.04
80.2%
B
0
0.00
0.0%
C
0
0.00
0.0%
D
32798
0.75
19.8%
TOTAL
165319
3.80
100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs & Meth. Design Requirements
2/8/2007
Page 29 of 36
Time of Concentration Details
L S n
Sheet
50
0.5%
0.24
Shallow
0.00
0.00 0.75 0.00
3.80
C&G
680
0.3%
0.016
System
360
0.3%
0.012
1090
Filter Volume (Vf):
Calculated % Impervious Area of Basin
Total Basin - IA
Residential - IA
Land Use by Hydrologic Soil Groups
IA - Road IA - Roof, etc Lawn/Open Woods
15.17% 0.00% 84.83% 0.00%
0.58
0.00 2.47
Site Design Summary
2050 cf
900 cf
Surface Area (As):
0.00
0.00 0.75 0.00
3.80
<= Area Check
Sediment Chamber:
Volume (Vs):
NCDENR Minimum
Site Design Summary
2050 cf
900 cf
Surface Area (As):
1367
sf
600
sf
Depth (hs):
1.5
ft
1.5
ft
Sand Filter Chamber:
Filter Volume (Vf):
2050
cf
1200
cf
Surface Area (Af):
1367
sf
800
sf
Filter Depth (df):
1.5
ft
1.5
ft
Austin Sand Filter:
Sed. Surface Area 689 sf
Site: BMP -8 (Holloway Drive)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design 2/8/2007
Site: BMP -8 (Holloway Drive) Page 30 of 36
Step 1 - Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) = 0.16 Ac -ft
WQv = 6888 cf
Simple Method:
IA
Rv
Runoff from 1" Rainfall (WQv)
Q
Mod. CN
THEREFORE, USE:
WQv
Step 2 - Site Feasibilitv:
Sys Inv / Inflow Elev
Stream Inv /Outflow Elev
Total Available Depth
Check Design Depth
NG Elev at Boring
Water depth
Water Elev at Boring
15.2%
0.19 in / in
= 2570 cf
0.19 in
= 86
0.06 Ac -ft 1 2:1
2570 cf 30 60
23.6 ft
17.8 ft - Between INV & BKF based on Adkin Br Restoration
5.8 ft
3.9 ft
25.5
7.0
18.5 ft
Step 3 - Confirm local design criteria and applicability:
Check with local officials and other agencies to determine if there are any additional
restrictions andror surface water or watershed requirements that may apply.
N/A - Per meeting on Jan 30, 2007, City of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 - Compute WQ v peak discharge:
The peak rate of discharge for ,nater quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) UsingWQ,,, compute CN
(b) Compute time of concentration using TR -55 method
(c) Determine appropriate unit peak discharge from time of concentration
(d) Compute Q,a from unit peak discharge: drainage area, and WQ,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 - Compute WQ v peak discharge:
A flow regulator (or flow splitter diversion structure) should be supplied to divert the WO, to
the sand filter facility.
Size low flow orifice, weir, or other device to pass Q,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Site: BMP -8 (Holloway Drive)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design 2/8/2007
Site: BMP -8 (Holloway Drive) Page 31 of 36
Step 6 - Size filtration basin chamber:
-1-e f ter area is sized using the following equation (based on Darcys Law):
Af = (WQ,,) (df) / ((k) (hf - df) (tf)1
Af = surface area of finer bed (ft`)
df = filter bed depth
(typically 1$ inches, no more than 24 inches)
k = coefficient of permeability of filter media (fVday)
(use 3.5 fUday for sand)
hf = average height of water aboye filter bed (ft)
(112 h,„,,,, which varies based on site but h,.,a„ is typically 5 6 feet)
tf = design filter bed drain time (days)
(1.67 days or 40 hours is recommended maximum)
Set preliminary dimensions of filtration basin chamber.
WQv = 2570 cf
df = 1.5 ft - filter depth
k = 3.5 ft/day - sand
hf = 0.75 ft
tf = 1 day - drain time
Af = 490 sf < NCDENR Min Filter SA
HOWEVER, USE:
Af = 490 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 15 30 1.5 2:1
Step 7 - Size sedimentation basin:
Surface sand filter. The sedimentation chamber should be sized to at least 25% of the
computed 1 CI,, and have a length -to -width ratio of 2:1. The Camp -Hazen equation is used
to compute the required surface area --
As = — (Qolw) ' Ln (1-E)
'A here:
A5 = sedimentation basin surface area (ftc)
Q = rate of outflow = the WO, over a 24-hour period
w = particle settlinq velocity (ftlsec)
E =trap efficiency
Assuming.:
90% sediment trap efficiency (0.9)
particle settlinq velocity (ftisec) = t]_0004 ftisec for imperyiousness < 755'
particle settling velocity (Wsec) = 00033 ftisec for imperviousness - 75%
average of 24 hour holding period
Then
Ar, _ (0.066) (WQ,) ft` for I < 75%
AS = (7.0081) (WQv) 112 for l ' 75%
Set preliminary dimensions of sedimentation chamber -
Q0
= 2570 cf / day
w
= 0.0004 ft/sec
E
= 0.9
As
= 170 sf
HOWEVER, USE:
As
= 170 sf
W L
Approx Chamber Dim:
= 15 30
for IA < 75%
< NCDENR Min Sed Basin SA
APPENDIX G
hmax Dim Ratio
1.5 2:1
Site: BMP -8 (Holloway Drive)

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -8 (Holloway Drive)
Step 8 - Compute Vmin:
Vmin = 0.75 * WO,
Vmin = 1928 cf < NCDENR Min Volume for Total Basin
Step 9 - Compute storage volumes within entire facility and sedimentation chamber orifice size:
Surface sand filter.
Vnrn = 0.75 WO, = Vs + Vf + V f -temp
(1) Compute Vf = water volume within filter b ed1g rave 1) pi pe = Af " df' n
Where: n = porosity = 0-4 for most applications
(2) Compute Vf,,,p = temporary storage volume above the filter bed = 2 - h " A
(3) Compute V, = volume within sediment chamber = Vmin - Vf - V' -,emu
(4) Compute hs = height in sedimentation chamber = V+ iA�
(5) Ensure hs and hf fit available head and other dimensions still fit — change as necessary
in design iterations until all site dimensions fit.
[61 Size orifice from sediment chamber to filter chamber to release Vg within 24 -hours at
average release rate with 0.5 h� as average head.
(7) Desiqn outlet structure with perforations ally winq for a safety factor of 10 (see example)
(8) Size distribution chamber to spread flow over filtration media — level spreader weir or
orifices.
2/8/2007
Page 32 of 36
Vf =
294
cf
Filter Bed Volume
Vf-temp =
735
cf
Temp Storage above Filter Bed
Vs =
899
cf
Sediment Chamber Volume
hs =
2.000
cf
Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ADJ'D BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 20 40 1.50 2.0:1
Sed Basin Dimensions: = 20 30 1.50 1.5:1
APPENDIX G
BMP Site Desian Elevations
Site Design
Sediment Chamber:
Nat Gnd
25.5
Volume (Vs):
900
cf
Surface Area (As):
600
sf
Depth (hs):
1.50
ft
Sand Filter Chamber:
WQ ool
22.5
Filter Volume (Vf):
1200
cf
Surface Area (Af):
800
sf
Filter Depth (df):
1.50
ft
APPENDIX G
BMP Site Desian Elevations
Site: BMP -8 (Holloway Drive)
Elev
Length Slope
Nat Gnd
25.5
Inflow Elev
23.6
Spillway
23.6
150 3.84%
Freeboard
1.0
WQ ool
22.5
Depth to Bed
4.5 -ft
SF bed
21.0
Underdrain
18.9
210 0.50%
Outflow
17.8
Adkin Inv
16.8
Site: BMP -8 (Holloway Drive)

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -9 (East Shine Street)
Drainage Areas by Soil Series
Series Group SF Ac Percent
BB
D
20851.9
0.48
3.8%
Cr
C
0
C
0
Cv
C
0
20851.9
0.48
Go
B
0
12.75
100.0%
Jo
B
0
cf
4900
Ka
B
395962
9.09
71.3%
Ke
A
138682
3.18
25.0%
La
A
0
Na
B
0
Nc
B
0
Wd
A
0
Wn
B/D
0
555495.9
12.75
100.0%
Drainage Areas by Hydrologic Soil Groups
Group SF Ac Percent
A
138682
3.18
25.0%
B
395962
9.09
71.3%
C
0
0.00
0.0%
D
20851.9
0.48
3.8%
TOTAL
555495.9
12.75
100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs & Meth. Design Requirements
2/8/2007
Page 33 of 36
Time of Concentration Details
L S n
Sheet
50
0.3%
0.24
Shallow
300
0.8%
12.75
Swale
785
0.7%
0.045
System
665
0.7%
0.016
1800
Calculated % Impervious Area of Basin
Total Basin - IA
Residential - IA
Residential: Lots 0.11 Ac (Avg)
Land Use by Hydrologic Soil Groups
IA - Road IA - Roof, etc Lawn/Open Woods
15.97% 20.94% 63.10% 0.00%
0.54
0.69 1.96
1.41
1.98 5.70 0.00
5600
cf
0.09
0.00 0.39 0.00
12.75
<= Area Check
Sediment Chamber:
Volume (Vs):
NCDENR Minimum
Site Design Summary
6887 cf
5600
cf
Surface Area (As):
4591
sf
2800
sf
Depth (hs):
1.5
ft
2
ft
Sand Filter Chamber:
Filter Volume (Vf):
6887
cf
4900
cf
Surface Area (Af):
4591
sf
2450
sf
Filter Depth (df):
1.5
ft
1.5
ft
Austin Sand Filter:
Sed. Surface Area 2315 sf
Site: BMP -9 (East Shine Street)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design 2/8/2007
Site: BMP -9 (East Shine Street) Page 34 of 36
Step 1 - Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) = 0.53 Ac -ft
WQv = 23146 cf
Simple Method:
IA
Rv
Runoff from 1" Rainfall (WQv)
Q
Mod. CN
THEREFORE, USE:
WQv
Step 2 - Site Feasibilitv:
Sys Inv / Inflow Elev
Stream Inv /Outflow Elev
Total Available Depth
Check Design Depth
NG Elev at Boring
Water depth
Water Elev at Boring
36.9%
0.38 in / in
= 17690 cf
0.38 in
= 92
0.41 Ac -ft 1 2:1
17690 cf 70 140
23.6 ft - Based on 1 -ft Tailwater Depth
= 18.2 ft - Between INV & BKF based on Adkin Br Restoration
5.4 ft
4.4 ft
27.5
6.0
21.5 ft
Step 3 - Confirm local design criteria and applicability:
Check with local officials and other agencies to determine if there are any additional
restrictions andror surface grater or watershed requirements that may apply.
N/A - Per meeting on Jan 30, 2007, City of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 - Compute WQ v peak discharge:
The peak rate of discharge for ,nater quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) UsingWQ,,, compute CN
(b) Compute time of concentration using TR -55 method
(c) Determine appropriate unit peak discharge from time of concentration
(d) Compute Q,a from unit peak discharge: drainage area, and WQ,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 - Compute WQ v peak discharge:
A flow regulator (or flow splitter diversion structure) should be supplied to divert the WO, to
the sand filter facility.
Size low flow orifice, weir, or other device to pass Q,.
N/A - Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Site: BMP -9 (East Shine Street)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design 2/8/2007
Site: BMP -9 (East Shine Street) Page 35 of 36
Step 6 - Size filtration basin chamber:
-he f ter area is sized using the following equation (based on Darcys Law):
Af = (WQ,,) (df) 1 L(k) (hf - df) (tf)1
Af = surface area of finer bed (ft`)
df = filter bed depth
(typically 18 inches, no more than 24 inches)
k = coefficient of permeability of filter media (fVday)
(use 3.5 fUday for sand)
hf = average height of water above filter bed (ft)
(1/2 h,„,,,, which varies based on site but h,.,a„ is typically 5 6 feet)
tf = design filter bed drain time (days)
(1.67 days or 40 hours is recommended maximum)
Set preliminary dimensions of filtration basin chamber.
WQV = 17690 cf
df = 1.5 ft - filter depth
k = 3.5 ft/day - sand
hf = 1 ft
tf = 1 day - drain time
Af = 3035 sf < NCDENR Min Filter SA
HOWEVER, USE:
Af = 3035 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 30 60 2 2:1
Step 7 - Size sedimentation basin:
Surface sarin filter. The sedimentation chamber should be sized to at least 25% of the
computed V QM and have a length -to -width ratio of 2:1. The Camp -Hazen equation is used
to compute the required surface area:
Ar, _ - (Qdw) ' Ln (1-E)
Where:
AS = sedimentation basin surface area (ft?)
Q� = rate of outflow = the WQ, over a 24-hour period
w = particle settling velocity (ftfsec)
E = trap efficiency
Assuming,.
90% sediment trap efficiency (0.9)
particle settling velocity (ft/sec) = f]_0004 ft1sec for imperviousness < 75%
particle settling velocity (Wsec) = 00033 ft/sec for imperviousness - 75%
+ average of 24 hour holding period'
Then:
AS = (0.066) (WQ„) ft` for I < 75%
A, _ (0.0081) (WQ j ft2 for I � 75%
Set preliminary dimensions of sedimentation chamber -
Q0
= 17690 cf /day
W
= 0.0004 ft/sec
E
= 0.9
As
= 1168 sf
HOWEVER, USE:
As
= 1168 sf
W L
Approx Chamber Dim:
= 30 60
for IA < 75%
< NCDENR Min Sed Basin SA
APPENDIX G
hmax Dim Ratio
2 2:1
Site: BMP -9 (East Shine Street)

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design
Site: BMP -9 (East Shine Street)
Step 8 - Compute Vmin:
Vmin = 0.75 * WO,
Vmin = 13268 cf < NCDENR Min Volume for Total Basin
Step 9 - Compute storage volumes within entire facility and sedimentation chamber orifice size:
Surface sand filter.
Vnrn = 0.75 WO, = Vs + Vf + V f -temp
(1) Compute Vf = water volume within filter b ed1g rave 1) pi pe = Af " df' n
Where: n = porosity = 0-4 for most applications
(2) Compute Vf,,,p = temporary storage volume above the filter bed = 2 - h " A
(3) Compute V, = volume within sediment chamber = Vmin - Vf - V' -,emu
(4) Compute hs = height in sedimentation chamber = V+ iA�
(5) Ensure hs and hf fit available head and other dimensions still fit — change as necessary
in design iterations until all site dimensions fit.
[61 Size orifice from sediment chamber to filter chamber to release Vg within 24 -hours at
average release rate with 0.5 h� as average head.
(7) Desiqn outlet structure with perforations ally winq for a safety factor of 10 (see example)
(8) Size distribution chamber to spread flow over filtration media — level spreader weir or
orifices.
2/8/2007
Page 36 of 36
Vf =
1821
cf
Filter Bed Volume
Vf-temp =
6070
cf
Temp Storage above Filter Bed
Vs =
5377
cf
Sediment Chamber Volume
hs =
2.990
cf
Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ADJ'D BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 35 70 2.00 2.0:1
Sed Basin Dimensions: = 35 80 2.00 2.3:1
APPENDIX G
BMP Site Desian Elevations
Site Design
Sediment Chamber:
Nat Gnd
27.5
Volume (Vs):
5600
cf
Surface Area (As):
2800
sf
Depth (hs):
2.00
ft
Sand Filter Chamber:
WQ ool
23.3
Filter Volume (Vf):
3675
cf
Surface Area (Af):
2450
sf
Filter Depth (df):
1.50
ft
APPENDIX G
BMP Site Desian Elevations
Site: BMP -9 (East Shine Street)
Elev
Length Slope
Nat Gnd
27.5
Inflow Elev
23.6
Spillway
23.6
75 7.25%
Freeboard
0.4
WQ ool
23.3
Depth to Bed
6.2 -ft
SF bed
21.3
Underdrain
19.1
180 0.50%
Outflow
18.2
Adkin Inv
17.2
Site: BMP -9 (East Shine Street)

Adkin Branch - Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP -1 (Martin Drive) Page 1 of 18
Upper Neuse Site Evaluation Tool - Site Performance Analysis
Adkin Branch
Total Site Annual Load
City of Kinston, NC
Design
BMP -1 (Martin Drive)
0.39
Land Use Summary
without BMPs
Total Site Area (acres) 10.86
Total Nitrogen (Ib/yr)
Pre -development impervious percentage 20.4%
47
Post -development impervious percentage 20.4%
Total Phosphorus (Ib/yr)
Annual Hydrology Summary
7.7
Existing Design
Design
Landuse without BMPs
with BMPs
Annual Surface Runoff (inches/yr) 9.39 9.39
9.39
Annual Infiltration (inches/yr) 3.65 3.65
3.65
Site is located in Urban Residential Nutrient Zone
TN loading rate is below the buy -down range of 3.6 to 6 Ib/ac/yr
APPENDIX G
Design
Annual Pollutant Load and Target Summary
Total Site Annual Load
Existing
Design
Design Target Meets
0.39
Landuse
without BMPs
with BMPs Goal?
Total Nitrogen (Ib/yr)
47
47
31
Total Phosphorus (Ib/yr)
7.7
7.7
4.2
Sediment (ton/yr)
0.59
0.59
0.09 0.09 Yes
Site is located in Urban Residential Nutrient Zone
TN loading rate is below the buy -down range of 3.6 to 6 Ib/ac/yr
APPENDIX G
Design
Existing
Design
Areal Loading Rates
2.84
6.00 Yes
0.39
Landuse
without BMPs
Total Nitrogen (Ib/ac/yr)
4.36
4.36
Total Phosphorus (Ib/ac/yr)
0.71
0.71
Sediment (ton/ac/yr)
0.054
0.054
Site is located in Urban Residential Nutrient Zone
TN loading rate is below the buy -down range of 3.6 to 6 Ib/ac/yr
APPENDIX G
Design
Meets
with BMPs
Target Goal?
2.84
6.00 Yes
0.39
1.33 Yes
0.008
Sediment Rate
0.060
0.050
0.040
0.030
0.020
0.010
0.000

Adkin Branch - Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP -1 (Martin Drive) Page 2 of 18
1 inch storm 1 yr 24 hr
0.3 0.3
0.2 0.2
0.2 0.2
0.1 0.1
0.1 0.1
0.0 0.0
Storm Event
Not Selected
Storm Event
Not Selected
Peak Flow and Hydrograph Summary
Estimated Peak Flows, Rational and
Existing Landuse Design without BMPs
SCS Unit Hydrograph Methods
Rational Unit HV d Rational Unit HVd
1 -yr 24 -hr storm (cfs) 18.60 25.92 18.60 25.92
Comparison of SCS peak to
Design with BMPs Design Design Source Target Meets
without BMPs with BMPs Goal?
1 -yr 24 -hr storm (cfs) 25.92 25.92 Estimated 25.92 Yes
30
Storm Event Runoff Volume and Target Summary
Existing
Design
BMP Storage
Meets
Runoff Volume (ac -ft)
Target
Landuse
without BMPs
Volume
Goal?
1 inch storm
0.179
0.179
0.197 0.179
Yes
1 -yr 24 -hr storm
1.153
1.153
0.197 0.000
Yes
1 inch storm 1 yr 24 hr
0.3 0.3
0.2 0.2
0.2 0.2
0.1 0.1
0.1 0.1
0.0 0.0
Storm Event
Not Selected
Storm Event
Not Selected
Peak Flow and Hydrograph Summary
Estimated Peak Flows, Rational and
Existing Landuse Design without BMPs
SCS Unit Hydrograph Methods
Rational Unit HV d Rational Unit HVd
1 -yr 24 -hr storm (cfs) 18.60 25.92 18.60 25.92
Comparison of SCS peak to
Design with BMPs Design Design Source Target Meets
without BMPs with BMPs Goal?
1 -yr 24 -hr storm (cfs) 25.92 25.92 Estimated 25.92 Yes
30
1 -yr 24 -hr storm
-Post, no BMPs
25
-Existing
20
-Post, with BMPs
QT 15
10
5
0
6:00 AM
9:00 AM 12:00 PM 3:00 PM 6:00 PM 9:00 PM
12:00 AM 3:00 AM
APPENDIX G

Adkin Branch - Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP -2 (Martin Drive) Page 3 of 18
Upper Neuse Site Evaluation Tool - Site Performance Analysis
Adkin Branch
Total Site Annual Load
City of Kinston, NC
Design
BMP -2 (Martin Drive)
0.59
Land Use Summary
without BMPs
Total Site Area (acres) 6.7968
Total Nitrogen (Ib/yr)
Pre -development impervious percentage 30.6%
45
Post -development impervious percentage 30.6%
Total Phosphorus (Ib/yr)
Annual Hydrology Summary
7.3
Existing Design
Design
Landuse without BMPs
with BMPs
Annual Surface Runoff (inches/yr) 13.11 13.11
13.11
Annual Infiltration (inches/yr) 2.20 2.20
2.20
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
Design
Annual Pollutant Load and Target Summary
Total Site Annual Load
Existing
Design
Design Target Meets
0.59
Landuse
without BMPs
with BMPs Goal?
Total Nitrogen (Ib/yr)
45
45
29
Total Phosphorus (Ib/yr)
7.3
7.3
4.0
Sediment (ton/yr)
0.51
0.51
0.08 0.08 Yes
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
Design
Existing
Design
Areal Loading Rates
4.28
6.00 Yes
0.59
Landuse
without BMPs
Total Nitrogen (Ib/ac/yr)
6.58
6.58
Total Phosphorus (Ib/ac/yr)
1.07
1.07
Sediment (ton/ac/yr)
0.075
0.075
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
Design
Meets
with BMPs
Target Goal?
4.28
6.00 Yes
0.59
1.33 Yes
0.012
APPENDIX G

Adkin Branch - Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP -2 (Martin Drive) Page 4 of 18
Storm Event Runoff Volume and Target Summary
Runoff Volume (ac -ft)
Existing
Landuse
Design BMP Storage
without BMPs Volume
Target Meets
Goal?
1 inch storm
0.162
0.162 0.182
0.162 Yes
1 -yr 24 -hr storm
0.874
0.874 0.182
0.000 Yes
1 inch storm
1 yr 24 hr
0.2 -
0.2
0.2
0.2
Storm Event
Storm Event
0.1
0.1
Not Selected
Not Selected
0.1
0.0
0.1
0.0
Peak Flow and Hydrograph Summary
Estimated Peak Flows, Rational and
Existing
SCS Unit Hydrograph Methods
Landuse Design without BMPs
Rational
Unit HV d Rational
Unit HVd
1 -yr 24 -hr storm (cfs)
16.06
20.22 16.06
20.22
Comparison of SCS peak to
Design with BMPs Design
without BMPs
Design Source
with BMPs
Target Meets
Goal?
1 -yr 24 -hr storm (cfs)
20.22
20.22 Estimated
20.22 Yes
25
1 -yr 24 -hr
storm
- Post, no BMP.
20
sting
w 15
-Post, with BMPs
"
10-
JL
5
1
0
6:00 AM 9:00 AM
12:00 PM 3:00 PM 6:00
PM 9:00 PM 12:00 AM
3:00 AM
APPENDIX G

Adkin Branch - Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP -3 (Martin Drive) Page 5 of 18
Upper Neuse Site Evaluation Tool - Site Performance Analysis
Adkin Branch
Total Site Annual Load
City of Kinston, NC
Design
BMP -3 (Martin Drive)
0.59
Land Use Summary
without BMPs
Total Site Area (acres) 10.8824
Total Nitrogen (Ib/yr)
Pre -development impervious percentage 30.6%
72
Post -development impervious percentage 30.6%
Total Phosphorus (Ib/yr)
Annual Hydrology Summary
11.7
Existing Design
Design
Landuse without BMPs
with BMPs
Annual Surface Runoff (inches/yr) 13.11 13.11
13.11
Annual Infiltration (inches/yr) 3.17 3.17
3.17
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
Design
Annual Pollutant Load and Target Summary
Total Site Annual Load
Existing
Design
Design Target Meets
0.59
Landuse
without BMPs
with BMPs Goal?
Total Nitrogen (Ib/yr)
72
72
47
Total Phosphorus (Ib/yr)
11.7
11.7
6.4
Sediment (ton/yr)
0.82
0.82
0.12 0.12 Yes
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
Design
Existing
Design
Areal Loading Rates
4.28
6.00 Yes
0.59
Landuse
without BMPs
Total Nitrogen (Ib/ac/yr)
6.58
6.58
Total Phosphorus (Ib/ac/yr)
1.07
1.07
Sediment (ton/ac/yr)
0.075
0.075
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
Design
Meets
with BMPs
Target Goal?
4.28
6.00 Yes
0.59
1.33 Yes
0.011
APPENDIX G

Adkin Branch - Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP -3 (Martin Drive) Page 6 of 18
1 inch storm 1 yr 24 hr
0.3 0.3
0.3 0.3
0.2 0.2
0.2 0.2
0.1 0.1
0.1 0.1
0.0 0.0
Storm Event
Not Selected
Storm Event
Not Selected
Peak Flow and Hydrograph Summary
Estimated Peak Flows, Rational and
Existing Landuse Design without BMPs
SCS Unit Hydrograph Methods
Rational Unit HV d Rational Unit HVd
1 -yr 24 -hr storm (cfs) 24.85 29.86 24.85 29.86
Comparison of SCS peak to
Design with BMPs Design Design Source Target Meets
without BMPs with BMPs Goal?
1 -yr 24 -hr storm (cfs) 29.86 29.86 Estimated 29.86 Yes
35
Storm Event Runoff Volume and Target Summary
-Post, no BMPs
30
Existing
Design
BMP Storage
Meets
Runoff Volume (ac -ft)
Target
w 20
"
Landuse
without BMPs
Volume
Goal?
1 inch storm
0.243
0.243
0.265 0.243
Yes
1 -yr 24 -hr storm
1.287
1.287
0.265 0.000
Yes
1 inch storm 1 yr 24 hr
0.3 0.3
0.3 0.3
0.2 0.2
0.2 0.2
0.1 0.1
0.1 0.1
0.0 0.0
Storm Event
Not Selected
Storm Event
Not Selected
Peak Flow and Hydrograph Summary
Estimated Peak Flows, Rational and
Existing Landuse Design without BMPs
SCS Unit Hydrograph Methods
Rational Unit HV d Rational Unit HVd
1 -yr 24 -hr storm (cfs) 24.85 29.86 24.85 29.86
Comparison of SCS peak to
Design with BMPs Design Design Source Target Meets
without BMPs with BMPs Goal?
1 -yr 24 -hr storm (cfs) 29.86 29.86 Estimated 29.86 Yes
35
1 -yr 24 -hr storm
-Post, no BMPs
30
- Existing
25
-Post, with BMPs
w 20
"
15
10
5
0
6:00 AM
9:00 AM 12:00 PM 3:00 PM 6:00 PM 9:00 PM
12:00 AM 3:00 AM
APPENDIX G

Adkin Branch - Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP -4 (Miller Street) Page 7 of 18
Upper Neuse Site Evaluation Tool - Site Performance Analysis
Adkin Branch
Total Site Annual Load
City of Kinston, NC
Design
BMP -4 (Miller Street)
0.74
Land Use Summary
without BMPs
Total Site Area (acres) 3.453
Total Nitrogen (Ib/yr)
Pre -development impervious percentage 45.3%
29
Post -development impervious percentage 45.3%
Total Phosphorus (Ib/yr)
Annual Hydrology Summary
4.6
Existing Design
Design
Landuse without BMPs
with BMPs
Annual Surface Runoff (inches/yr) 18.43 18.43
18.43
Annual Infiltration (inches/yr) 4.66 4.66
4.66
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
APPENDIX G
Design
Annual Pollutant Load and Target Summary
Total Site Annual Load
Existing
Design
Design Target Meets
0.74
Landuse
without BMPs
with BMPs Goal?
Total Nitrogen (Ib/yr)
29
29
19
Total Phosphorus (Ib/yr)
4.6
4.6
2.5
Sediment (ton/yr)
0.37
0.37
0.06 0.06 Yes
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
APPENDIX G
Design
Existing
Design
Areal Loading Rates
5.45
6.00 Yes
0.74
Landuse
without BMPs
Total Nitrogen (Ib/ac/yr)
8.38
8.38
Total Phosphorus (Ib/ac/yr)
1.34
1.34
Sediment (ton/ac/yr)
0.108
0.107
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
APPENDIX G
Design
Meets
with BMPs
Target Goal?
5.45
6.00 Yes
0.74
1.33 Yes
0.017
Sediment Rate
0.120
0.100
0.080
0.060
0.040
0.020
0.000

Adkin Branch - Lenoir Co., INC SET Model Output 2/7/2007
Site: BMP -4 (Miller Street) Page 8 of 18
Storm Event Runoff Volume and Target Summary
Existing
Design BMP Storage
Meets
Runoff Volume (ac -ft)
Target
Landuse
without BMPs Volume
Goal?
1 inch storm
0.105
0.105 0.132
0.105 Yes
1 -yr 24 -hr storm
0.416
0.416 0.132
0.000 Yes
1 inch storm
1 yr 24 hr
0.2
0.2
0.1
0.1
Storm Event
Storm Event
Not Selected
Not Selected
0.1
0.0
0.1
0.0 -][A
Peak Flow and Hydrograph Summary
Estimated Peak Flows, Rational and
Existing
SCS Unit Hydrograph Methods
Landuse Design without BMPs
Rational
Unit HV d Rational
Unit HVd
1 -yr 24 -hr storm (cfs)
8.46
8.51 8.46
8.51
Comparison of SCS
peak to
Design
Design
Meets
Design with BMPs
Source
Target
without BMPs
with BMPs
Goal?
1 -yr 24 -hr storm (cfs)
8.51
6.56 Estimated
8.51 Yes
10
1 -yr 24 -hr
storm
-Post, no BMP.
8
sting
6
-Post, with BMPs
JT
v
4-
2
0
6:00 AM 9:00 AM
12:00 PM 3:00 PM 6:00
PM 9:00 PM 12:00 AM
3:00 AM
APPENDIX G

Adkin Branch - Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP -5 (South Dover Street) Page 9 of 18
Upper Neuse Site Evaluation Tool - Site Performance Analysis
Adkin Branch
Total Site Annual Load
City of Kinston, NC
Design
BMP -5 (South Dover Street)
0.72
Land Use Summary
without BMPs
Total Site Area (acres) 8.803820018
Total Nitrogen (Ib/yr)
Pre -development impervious percentage 43.3%
72
Post -development impervious percentage 43.3%
Total Phosphorus (Ib/yr)
Annual Hydrology Summary
11.5
Existing Design
Design
Landuse without BMPs
with BMPs
Annual Surface Runoff (inches/yr) 17.69 17.69
17.69
Annual Infiltration (inches/yr) 7.14 7.14
7.14
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
APPENDIX G
Design
Annual Pollutant Load and Target Summary
Total Site Annual Load
Existing
Design
Design Target Meets
0.72
Landuse
without BMPs
with BMPs Goal?
Total Nitrogen (Ib/yr)
72
72
47
Total Phosphorus (Ib/yr)
11.5
11.5
6.3
Sediment (ton/yr)
0.91
0.91
0.14 0.14 Yes
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
APPENDIX G
Design
Existing
Design
Areal Loading Rates
5.29
6.00 Yes
0.72
Landuse
without BMPs
Total Nitrogen (Ib/ac/yr)
8.13
8.13
Total Phosphorus (Ib/ac/yr)
1.30
1.30
Sediment (ton/ac/yr)
0.104
0.103
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
APPENDIX G
Design
Meets
with BMPs
Target Goal?
5.29
6.00 Yes
0.72
1.33 Yes
0.016
Sediment Rate
0.120
0.100
0.080
0.060
0.040
0.020
0.000

Adkin Branch - Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP -5 (South Dover Street) Page 10 of 18
Storm Event Runoff Volume and Target Summary
Existing
Design BMP Storage
Meets
Runoff Volume (ac -ft)
Target
Landuse
without BMPs Volume
Goal?
1 inch storm
0.256
0.256 0.279
0.256 Yes
1 -yr 24 -hr storm
0.914
0.914 0.279
0.000 Yes
1 inch storm
1 yr 24 hr
0.3
0.3
0.3-
0.2
0.3
0.2
Storm Event
Storm Event
0.2
0.2
Not Selected
Not Selected
0.1
0.1
0.1
0.0
0.1
0.0
Peak Flow and Hydrograph Summary
Estimated Peak Flows, Rational and
Existing
SCS Unit Hydrograph Methods
Landuse Design without BMPs
Rational
Unit HV d Rational
Unit HVd
1 -yr 24 -hr storm (cfs)
18.32
14.50 18.32
14.50
Comparison of SCS
peak to
Design
Design
Meets
Design with BMPs
Source
Target
without BMPs
with BMPs
Goal?
1 -yr 24 -hr storm (cfs)
14.50
10.91 Estimated
14.50 Yes
20
1 -yr 24 -hr
storm
-Post, no BMPs
15
-Existing
w
-Post, with BMPs
U 10
5-
01
6:00 AM 9:00 AM
12:00 PM 3:00 PM 6:00
PM 9:00 PM 12:00 AM
3:00 AM
APPENDIX G

Adkin Branch - Lenoir Co., NC SET Model Output
Site: BMP -6 (South Seacrest Street)
2/7/2007
Page 11 of 18
Upper Neuse Site Evaluation Tool - Site Performance Analysis
Adkin Branch
Design
City of Kinston, NC
Meets
BMP -6 (South Seacrest Street)
Land Use Summary
Total Site Area (acres) 18.38735078
Pre -development impervious percentage 27.2%
without BMPs
Post -development impervious percentage 27.2%
Target Goal?
Annual Hydrology Summary
6.03
Existing Design
Design
Landuse without BMPs
with BMPs
Annual Surface Runoff (inches/yr) 11.88 11.88
11.88
Annual Infiltration (inches/yr) 8.62 8.62
8.62
Annual Pollutant Load and Target Summary
Total Site Annual Load Existing Design
Design Target Meets
Landuse without BMPs
with BMPs Goal?
Total Nitrogen (Ib/yr) 111 111
72
Total Phosphorus (Ib/yr) 18.1 18.1
10.0
Sediment (ton/yr) 1.24 1.24
0.19 0.19 Yes
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
APPENDIX G
Existing
Design
Design
Meets
Areal Loading Rates
Landuse
without BMPs
with BMPs
Target Goal?
Total Nitrogen (Ib/ac/yr)
6.03
6.03
3.92
6.00 Yes
Total Phosphorus (Ib/ac/yr)
0.99
0.99
0.54
1.33 Yes
Sediment (ton/ac/yr)
0.068
0.067
0.010
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
APPENDIX G

Adkin Branch - Lenoir Co., NC SET Model Output
Site: BMP -6 (South Seacrest Street)
2/7/2007
Page 12 of 18
Storm Event Runoff Volume and Target Summary
Existing
Design BMP Storage
Meets
Runoff Volume (ac -ft)
Target
Landuse
without BMPs Volume
Goal?
finch storm
0.341
0.341 0.374
0.341 Yes
1 -yr 24 -hr storm
1.360
1.360 0.374
0.000 Yes
1 inch storm
1 yr 24 hr
0.4
0.4
0.3-
0.3
Storm Event
Storm Event
0.2
0.2
Not Selected
Not Selected
0.1
0.0
0.1
0.0
Peak Flow and Hydrograph Summary
Estimated Peak Flows, Rational and
Existing
SCS Unit Hydrograph Methods
Landuse Design without BMPs
Rational
Unit HV d Rational
Unit HVd
1 -yr 24 -hr storm (cfs)
34.14
23.11 34.14
23.11
Comparison of SCS
peak to
Design
Design
Meets
Design with BMPs
Source
Target
without BMPs
with BMPs
Goal?
1 -yr 24 -hr storm (cfs)
23.11
15.30 Estimated
23.11 Yes
25
1 -yr 24 -hr
storm
-Post, no BMP.
20
sting
w 15
-Post, with BMPs
"
10
5
0
6:00 AM 9:00 AM
12:00 PM 3:00 PM 6:00
PM 9:00 PM 12:00 AM
3:00 AM
APPENDIX G

Adkin Branch - Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP -7 (South Myrtle Avenue) Page 13 of 18
Upper Neuse Site Evaluation Tool - Site Performance Analysis
Adkin Branch
Total Site Annual Load
City of Kinston, NC
Design
BMP -7 (South Myrtle Avenue)
0.43
Land Use Summary
without BMPs
Total Site Area (acres) 12.19484389
Total Nitrogen (Ib/yr)
Pre -development impervious percentage 14.3%
56
Post -development impervious percentage 14.3%
Total Phosphorus (Ib/yr)
Annual Hydrology Summary
9.5
Existing Design
Design
Landuse without BMPs
with BMPs
Annual Surface Runoff (inches/yr) 7.18 7.18
7.18
Annual Infiltration (inches/yr) 10.49 10.49
10.49
Site is located in Urban Residential Nutrient Zone
TN loading rate is below the buy -down range of 3.6 to 6 Ib/ac/yr
Design
Annual Pollutant Load and Target Summary
Total Site Annual Load
Existing
Design
Design Target Meets
0.43
Landuse
without BMPs
with BMPs Goal?
Total Nitrogen (Ib/yr)
56
56
36
Total Phosphorus (Ib/yr)
9.5
9.5
5.2
Sediment (ton/yr)
0.46
0.46
0.07 0.07 Yes
Site is located in Urban Residential Nutrient Zone
TN loading rate is below the buy -down range of 3.6 to 6 Ib/ac/yr
Design
Existing
Design
Areal Loading Rates
2.98
6.00 Yes
0.43
Landuse
without BMPs
Total Nitrogen (Ib/ac/yr)
4.58
4.58
Total Phosphorus (Ib/ac/yr)
0.78
0.78
Sediment (ton/ac/yr)
0.038
0.038
Site is located in Urban Residential Nutrient Zone
TN loading rate is below the buy -down range of 3.6 to 6 Ib/ac/yr
Design
Meets
with BMPs
Target Goal?
2.98
6.00 Yes
0.43
1.33 Yes
0.006
APPENDIX G

Adkin Branch - Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP -7 (South Myrtle Avenue) Page 14 of 18
1 inch storm 1 yr 24 hr
0.2 0.2
0.2 0.2
0.1 0.1
0.1 0.1
0.0 0.0 JILI
Storm Event
Not Selected
Storm Event
Not Selected
Peak Flow and Hydrograph Summary
Estimated Peak Flows, Rational and
Existing Landuse Design without BMPs
SCS Unit Hydrograph Methods
Rational Unit HV d Rational Unit HVd
1 -yr 24 -hr storm (cfs) 13.75 5.51 13.75 5.51
Comparison of SCS peak to
Design with BMPs Design Design Source Target Meets
without BMPs with BMPs Goal?
1 -yr 24 -hr storm (cfs) 5.51 2.60 Estimated 5.51 Yes
6
Storm Event Runoff Volume and Target Summary
Existing
Design
BMP Storage
Meets
Runoff Volume (ac -ft)
Target
Landuse
without BMPs
Volume
Goal?
1 inch storm
0.128
0.128
0.181 0.128
Yes
1 -yr 24 -hr storm
0.566
0.566
0.181 0.000
Yes
1 inch storm 1 yr 24 hr
0.2 0.2
0.2 0.2
0.1 0.1
0.1 0.1
0.0 0.0 JILI
Storm Event
Not Selected
Storm Event
Not Selected
Peak Flow and Hydrograph Summary
Estimated Peak Flows, Rational and
Existing Landuse Design without BMPs
SCS Unit Hydrograph Methods
Rational Unit HV d Rational Unit HVd
1 -yr 24 -hr storm (cfs) 13.75 5.51 13.75 5.51
Comparison of SCS peak to
Design with BMPs Design Design Source Target Meets
without BMPs with BMPs Goal?
1 -yr 24 -hr storm (cfs) 5.51 2.60 Estimated 5.51 Yes
6
1 -yr 24 -hr storm
-Post, no BMPs
5
-Existing
4
w
-Post, with BMPs
U 3
2
1
0
6:00 AM
9:00 AM 12:00 PM 3:00 PM 6:00 PM 9:00 PM
12:00 AM 3:00 AM
APPENDIX G

Adkin Branch - Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP -8 (Holloway Drive) Page 15 of 18
Upper Neuse Site Evaluation Tool - Site Performance Analysis
Adkin Branch
Design
City of Kinston, NC
Meets
BMP -8 (Holloway Drive)
Land Use Summary
Total Site Area (acres) 3.79520202
Pre -development impervious percentage 15.2%
without BMPs
Post -development impervious percentage 15.2%
Target Goal?
Annual Hydrology Summary
4.70
Existing Design
Design
Landuse without BMPs
with BMPs
Annual Surface Runoff (inches/yr) 7.51 7.51
7.51
Annual Infiltration (inches/yr) 10.20 10.20
10.20
Annual Pollutant Load and Target Summary
0.040
Total Site Annual Load Existing Design
Design Target Meets
Landuse without BMPs
with BMPs Goal?
Total Nitrogen (Ib/yr) 18 18
12
Total Phosphorus (Ib/yr) 3.0 3.0
1.7
Sediment (ton/yr) 0.15 0.15
0.02 0.02 Yes
Site is located in Urban Residential Nutrient Zone
TN loading rate is below the buy -down range of 3.6 to 6 Ib/ac/yr
APPENDIX G
Existing
Design
Design
Meets
Areal Loading Rates
Landuse
without BMPs
with BMPs
Target Goal?
Total Nitrogen (Ib/ac/yr)
4.70
4.70
3.05
6.00 Yes
Total Phosphorus (Ib/ac/yr)
0.79
0.79
0.44
1.33 Yes
Sediment (ton/ac/yr)
0.040
0.040
0.005
Site is located in Urban Residential Nutrient Zone
TN loading rate is below the buy -down range of 3.6 to 6 Ib/ac/yr
APPENDIX G

Adkin Branch - Lenoir Co., INC SET Model Output 2/7/2007
Site: BMP -8 (Holloway Drive) Page 16 of 18
1 inch storm 1 yr 24 hr
0.1 0.1
0.1 0.1
0.0 0.0
0.0 0.0
0.0 1*0.0
Storm Event
Not Selected
Storm Event
Not Selected
Peak Flow and Hydrograph Summary
Estimated Peak Flows, Rational and
Existing Landuse Design without BMPs
SCS Unit Hydrograph Methods
Rational Unit HV d Rational Unit HVd
1 -yr 24 -hr storm (cfs) 4.97 2.54 4.97 2.54
Comparison of SCS peak to
Design with BMPs Design Design Source Target Meets
without BMPs with BMPs Goal?
1 -yr 24 -hr storm (cfs) 2.54 0.51 Estimated 2.54 Yes
3
Storm Event Runoff Volume and Target Summary
Existing
Design
BMP Storage
Meets
Runoff Volume (ac -ft)
Target
Landuse
without BMPs
Volume
Goal?
1 inch storm
0.042
0.042
0.075 0.042
Yes
1 -yr 24 -hr storm
0.189
0.189
0.075 0.000
Yes
1 inch storm 1 yr 24 hr
0.1 0.1
0.1 0.1
0.0 0.0
0.0 0.0
0.0 1*0.0
Storm Event
Not Selected
Storm Event
Not Selected
Peak Flow and Hydrograph Summary
Estimated Peak Flows, Rational and
Existing Landuse Design without BMPs
SCS Unit Hydrograph Methods
Rational Unit HV d Rational Unit HVd
1 -yr 24 -hr storm (cfs) 4.97 2.54 4.97 2.54
Comparison of SCS peak to
Design with BMPs Design Design Source Target Meets
without BMPs with BMPs Goal?
1 -yr 24 -hr storm (cfs) 2.54 0.51 Estimated 2.54 Yes
3
1 -yr 24 -hr storm
-Post, no BMPs
2.5
-Existing
2
-Post, with BMPs
QT 1.5
1
0.5
0
6:00 AM
9:00 AM 12:00 PM 3:00 PM 6:00 PM 9:00 PM
12:00 AM 3:00 AM
APPENDIX G

Adkin Branch - Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP -9 (East Shine Street) Page 17 of 18
Upper Neuse Site Evaluation Tool - Site Performance Analysis
Adkin Branch
Total Site Annual Load
City of Kinston, NC
Design
BMP -9 (East Shine Street)
0.65
Land Use Summary
without BMPs
Total Site Area (acres) 12.75243113
Total Nitrogen (Ib/yr)
Pre -development impervious percentage 36.9%
94
Post -development impervious percentage 36.9%
Total Phosphorus (Ib/yr)
Annual Hydrology Summary
15.2
Existing Design
Design
Landuse without BMPs
with BMPs
Annual Surface Runoff (inches/yr) 15.39 15.39
15.39
Annual Infiltration (inches/yr) 6.64 6.64
6.64
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
APPENDIX G
Design
Annual Pollutant Load and Target Summary
Total Site Annual Load
Existing
Design
Design Target Meets
0.65
Landuse
without BMPs
with BMPs Goal?
Total Nitrogen (Ib/yr)
94
94
61
Total Phosphorus (Ib/yr)
15.2
15.2
8.3
Sediment (ton/yr)
1.14
1.14
0.17 0.17 Yes
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
APPENDIX G
Design
Existing
Design
Areal Loading Rates
4.78
6.00 Yes
0.65
Landuse
without BMPs
Total Nitrogen (Ib/ac/yr)
7.36
7.36
Total Phosphorus (Ib/ac/yr)
1.19
1.19
Sediment (ton/ac/yr)
0.089
0.089
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy -down range of 3.6 to 6 Ib/ac/yr
APPENDIX G
Design
Meets
with BMPs
Target Goal?
4.78
6.00 Yes
0.65
1.33 Yes
0.013
Sediment Rate
0.100
0.080
0.060
0.040
0.020
0.000

Adkin Branch - Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP -9 (East Shine Street) Page 18 of 18
Storm Event Runoff Volume and Target Summary
Runoff Volume (ac -ft)
Existing
Landuse
Design BMP Storage
without BMPs Volume
Target Meets
Goal?
1 inch storm
0.312
0.312 0.350
0.312 Yes
1 -yr 24 -hr storm
1.221
1.221 0.350
0.000 Yes
1 inch storm
1 yr 24 hr
0.4
0.4
0.3
0.3
Storm Event
Storm Event
0.2
0.2
Not Selected
Not Selected
0.1
0.0
0.1
0.0
Peak Flow and Hydrograph Summary
Estimated Peak Flows, Rational and
Existing
SCS Unit Hydrograph Methods
Landuse Design without BMPs
Rational
Unit HV d Rational
Unit HVd
1 -yr 24 -hr storm (cfs)
23.63
17.92 23.63
17.92
Comparison of SCS peak to
Design with BMPs Design
without BMPs
Design Source
with BMPs
Target Meets
Goal?
1 -yr 24 -hr storm (cfs)
17.92
15.32 Estimated
17.92 Yes
20
1 -yr 24 -hr
storm
-Post, no BMPs
15
-Existing
w
-Post, with BMPs
U 10
5-
01
6:00 AM 9:00 AM
12:00 PM 3:00 PM 6:00
PM 9:00 PM 12:00 AM
3:00 AM
APPENDIX G

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VICINITY AMP
KINSTON, NORTH CAROLINA
ADKIN BRANCH
RECORD DRA WINGS
STREAM RESTORA TIO t
LOCATION: KINSTON (LENOIR COUNTY), NORTH CAROLINA
LAT: 35015-42.5" N LONG: 7703335.6" W
BEGIN ADKIN
BEGIN UT TO
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Na 8MM
ADKIN BRANCH 1 13
RECORD DRAWINGS
This record drawing has been prepared in part,
based upon information furnished by others.
While this information is believed to be reliable,
the Engineer cannot assure its accuracy, and
thus is not responsible for the accuracy of this
record drawing or for any errors or omissions
which may have been incorporated into it as a
result. Those relying on this record document are
advised to obtain independent verification of its
accuracy before applying for any purpose.
END ADKIN BRANCH
7/1
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ORIGINAL CONTRACTOR SURETY CONTRACTOR REPAIR CONTRACTOR ��
Appalachian Environmental Services Environmental Quality Resources, LLC Fluvial Solutions, Inc.
1165 W. Main Street 1405 Benson Court, Suite C PO Box 28749
Slyva, NC 28779 Arbutus MD 21227 Raleigh, NC 27611 "*'����}} 4•� �.•�'
[phone] (919) 8214300 ,� ����®t�� •+p*+**�'�1�"�.,•`
GRAPHIC SCALES
ADKIN UT TO
PROJECT LENGTH BRANCH ADKIN BRANCH
Prepared In the Offlce of:
INDEX OF SHEETS
EXISTING STREAM LENGTH = 8,392 FT 1,200 FT
Florence 8c Hutcheson
_ _ __ _..._.__ _ . _ _. _____ _
CONSULTING ENGINEERS
it 111 KINGDOM WAY, SUITE 100
TITLE SHEET ..............................1
CONSTRUCTED STREAM LENGTH = 5 922 FT 1 582 FT
i
RALEIGH, N.C. 17607
[phone]
25 0 25 50
PLAN SHEETS ...........................2 - 13
Y
OWNER CONTACT.•
KRISTIE CORSON
1 11
R. KEVIN WILLIAMS
PLANS
EEP PROJECT MANAGER
PROJECT ENGINEER
AREA = 49.86 Ac.
Ecus,vstem
LIN XUDISTURBED
RYAN V. SMITH
PROGRAM
PROJECT DESIGNER
REVIEW COORDINATOR

L
LEGEND
X —
LIMITS OF
1
DISTURBANCE
\
CONSERVATION
E
EASEMENT LINE
---------
THALWEG
BANKFULL
— — — — — — —
TOE OF SLOPE
—0—
FENCE LINE
LOG CROSS
17%
VANE
LOG VANE
LOG SILL
CONSTRUCTION
REVISIONS
ORIGINAL
CONSTRUCTION
PLANS
_
IMPERVIOUS
CHANNEL PLUG
E BE
D
ASSEMBLAGE
PLANTING ZONE
COASTAL PLAIN
LEVEE FOREST
PLANTING ZONE
ADKIN BRANCH RECORD DRAWINGS
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CHARLES B.STEWART I
ALUMNI CENTER J
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PROJECT REFERENCE NO. SHEET NO.
ADKIN BRANCH 2
PROJECT ENGINEER
RECORD DRAWINGS
This record drawing has been prepared in part,
based upon infomation (umished by others.
While this information 6 believed to be reliable,
the Engineer cannot assure its accuracy, and
thus is not responsible for the owmq of this
record drawing or for any errors or omissions
which may haw been incorporated into it as a
resuh. Those relying on this record document are
advised to obtain independent verification of its
accuracy before applying for any purpose.
25 0 50
SCALE
RECORD DRAWINGS
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palopm NY,
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ALUMNI CENTER J
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PROJECT REFERENCE NO. SHEET NO.
ADKIN BRANCH 2
PROJECT ENGINEER
RECORD DRAWINGS
This record drawing has been prepared in part,
based upon infomation (umished by others.
While this information 6 believed to be reliable,
the Engineer cannot assure its accuracy, and
thus is not responsible for the owmq of this
record drawing or for any errors or omissions
which may haw been incorporated into it as a
resuh. Those relying on this record document are
advised to obtain independent verification of its
accuracy before applying for any purpose.
25 0 50
SCALE
RECORD DRAWINGS
- - - ADION BRANCH
f w 050656101 `n'm LENOIR
palopm NY,
KvS
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Florence & Hutcheson
CONSULTING ENGINEERS
5121 D*m wry, SWk 10D4W06 Nc31607
NC Ric W FCM
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CHARLES B.STEWART I
ALUMNI CENTER J
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PROJECT REFERENCE NO. SHEET NO.
ADKIN BRANCH 2
PROJECT ENGINEER
RECORD DRAWINGS
This record drawing has been prepared in part,
based upon infomation (umished by others.
While this information 6 believed to be reliable,
the Engineer cannot assure its accuracy, and
thus is not responsible for the owmq of this
record drawing or for any errors or omissions
which may haw been incorporated into it as a
resuh. Those relying on this record document are
advised to obtain independent verification of its
accuracy before applying for any purpose.
25 0 50
SCALE
RECORD DRAWINGS
- - - ADION BRANCH
f w 050656101 `n'm LENOIR
palopm NY,
KvS
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ADKIN BRANCH RECORD DRAWINGS
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CONSULTING ENGINEERS
51219095m wry.l W e 100 mxrn, NC 27607
NC Baso No- F -M
T4 i 6
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4P :K
PROJECT REFERENCE NO. SHEET NO.
ADKIN BRANCH
PROJECT ENGINEER
RECORD DRAWINGS
This record drawing has ban prepored in part,
bored upon inkmw ion furnished by others.
While this k4ormation is believed to be reliable,
the Engineer cannot assure ils accuracy, and
thus is not responsilWe for the accuracy of this
record drawing or for any errors or omissions
which may have been incorporated into B as a
resuB. Those relying on this record document are
advised to obtain independent vw fiw ion of its
accuracy before applying for any purpose.
25 0 50
SCALE
LEGEND
X _
LIMITS OF
DISTURBANCE
E
CONSERVATION
EASEMENT LINE
---------
THALWEG
BANKFULL
— — — — — — —
TOE OF SLOPE
LOG CROSS
VANE
LOG VANE
LOG SILL
CONSTRUCTION
REVISIONS
ORIGINAL
CONSTRUCTION
PLANS
_
IMPERVIOUS
CHANNEL PLUG
EE
O
ASSEMBLAGE GE
PLANTING ZONE
COASTAL PLAIN
LEVEE FOREST
PLANTING ZONE
��ARRELS
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RECORD DRAWINGS
ADKIN BRANCH
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56101
506 LENOIR
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LEGEND
X —
LIMITS OF
DISTURBANCE
CONSERVATION
E
EASEMENT UNE
---------
THALWEG
BANKFULL
— — — — — — —
TOE OF SLOPE
ROOTWAD
LOG CROSS
VANE
LOG VANE
LOG SILL
®
SOIL UFT
CONSTRUCTION
REVISIONS
ORIGINAL
CONSTRUCTION
PLANS
_
IMPERVIOUS
CHANNEL PLUG
EE
D
ASSEMBLAGE GE
PLANTING ZONE
COASTAL PLAIN
LEVEE FOREST
PLANTING ZONE
ADKIN BRANCH RECORD DRAWINGS
------
Q 3
L EXISTING 12"
PLASTIC PIPE,
L'
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Florence & Hutcheson
CONSULTING ENGINEERS
5121 Meeks Way, Sore 10ome8, NC 27607
NC U.- Na FCC
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PROJECT REFERENCE NO. SHEET NO.
ADKIN BRANCH 6
PROJECT ENGINEER
RECORD DRAWINGS
This record drawing has been prepared in part,
based upon information famished by others.
While this information is believed to be reliable,
the Engineer cannot assure its accuracy, and
thus is not responsible for the aoamacy of this
record drawing or for any errors or omissions
which may have been incorporated into it as a
resuh. Those relying an this record document are
advised to obtain independent verification of its
accuracy before applying for am pmpm.
25 0 50
SCALE
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i
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RECORD DRAWINGS
ADKIN BRANCH
fO' 050656101 LENOIR
/ OBGNm M: R. S
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LEGEND
X _
LIMITS OF
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CONSERVATION
E
EASEMENT LINE
---------
THALWEG
BANKFULL
— — — — — — —
TOE OF SLOPE
ROOTWAD
LOG VANE
LOG SILL
®
SOIL LIFT
CONSTRUCTION
REVISIONS
ORIGINAL
CONSTRUCTION
PLANS
_
IMPERVIOUS
CHANNEL PLUG
SEMBLA E
D
ASSEMBLAGE
PLANTING ZONE
COASTAL PLAIN
LEVEE FOREST
PLANTING ZONE
ADKIN BRANCH RECORD DRAWINGS
X \
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V
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PROJECT REFERENCE NO. SHEET NO.
Florence & Hutcheson ADKIN BRANCH 7
_.. _ ... .
PROJECT ENGINEER
W CONSULTING ENGINEERS RECORD DRAWINGS
saampmw,y,SWk100b�NC27w7
NCLiwauNo: r -02M This record drawing has been prepared in part,
based upon information furnished by others.
25 0 50 While this information a believed to be reliable,
i the Engineer connot assure, its accuracy, and
\. thus is not responsible for the awirocy of this
C INS
SCALE mord drawing or for any errors or omissions
which may have been incorporated into it as a
X result. Those relying on this record document are
_ il4sed to obtain independent verification of its
aoa►racy before applying for any purpose.
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LEGEND
_
X
LIMITS OF
DISTURBANCE
CONSERVATION
E
EASEMENT LINE
---------
THALWEG
BANKFULL
— — — — — — —
TOE OF SLOPE
ROOTWAD
LOG VANE
LOG SILL
®
SOIL LIFT
CONSTRUCTION
REVISIONS
ORIGINAL
CONSTRUCTION
PLANS
_
IMPERVIOUS
CHANNEL PLUG
ASEMBLAGE
D
ASSEMBLAGE
PLANTING ZONE
COASTAL PLAIN
EST
LEVEE FOREST
PROJECT REFfaNCE NO. SHEET NO.
ADKIN BRANCH RECORD DRAWINGS Florence & Hutcheson ADKIN BwwcH B
-_
PROJECT ENGINEER
CONSULTING ENGINEERS w
ssxh RECORD DRAWINGS
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NCU—w YCH This record drawing hos been prepared in pari,
based upon information fim ishod by others.
Co While this k6 malion is believed to be reliable,
\ CdJ X rory,
J� WWW � the Engineer cannot cum its aav, and
--\ thus is not responsible for the accuracy of this
3 6 GUM
\ \ / record drawing or for any errors or omissions
\ — — — — — — _ l
which may have been incorporated into d as a
A ,
! resuh. Those relying on this record document are
advised to obtain ince verification of its
\
30" 0 A K- - \ - . �- y accuracy before applying for any purpose.
25 0 50
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LEGEND
X -
LIMITS OF
DISTURBANCE
CONSERVATION
E
EASEMENT UNE
---------
THALWEG
BANKFULL
- - - - - - -
TOE OF SLOPE
ROOTWAD
LOG CROSS
VANE
LOG SILL
®
SOIL LIFT
CONSTRUCTION
REVISIONS
ORIGINAL
CONSTRUCTION
PLANS
_
IMPERVIOUS
CHANNEL PLUG
EE
ASSEMBLAGE GE
PLANTING ZONE
COASTAL PLAIN
LEVEE FOREST
PLANTING ZONE
PROJECT REFERENCE NO. SHEET NO.
_ _ i I U Florence & Hutcheson ADMN BRANCH 9
TPROJas f-
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�- ADKIN BRANCH RECORD DRAWINGS
ECT ENGINEER
C KC, in`�'w I CONSULTING ENGINEERS RECORD DRAWINGS
U O p JB I 51n KW0om Way Sutte103bW06NC27607
Jr� { v1--� I NC 1: No: r -02M This record drawing has been Prepared in Part,
based upon information furnished by others.
z H- - g C O N C -\ 8° gLL I S B K D Q While this information is believed b be reliable,
Q U = 1!1 � -� W `C ONC. thhusthe isnot respineer onsible for Nx �roacy,and
f #his
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OI O CON - - - to 1 1 � which may have been incorporated into it as a
U �O c it TENNIS C O U Fi result. Those relying on this record document are
CID
- X p - advised to obtain in wrificalion of its
N z \ accuracy before applying for independent
purpose.
{
25 0 50
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ADKIN BRANCH RECORD DRAWINGS
based upon information furnished by others.
While this information is believed to be reliable,
the Engineer cannot assure its o curocy, and
\ j = thus is not responsible for the accuracy of this
;I \ record drawing or for any errors or omissions
which may have been incorporated into Has a
result. Those relying on this record document are
advised to obtain independent verification of its
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REFERENCE
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Florence & Hutcheson �oJADKIN BRANCH No SHEET NO.
ADKIN BRANCH RECORD DRAWINGS
PROJECT ENGINEER
CONSULTING EN INFERS RECORD DRAWINGS
su1wle+ooWay, smk1roearyn,r+cz7so7 This record drawing has been prepared in part,
NCI�N. NM
Aj-\ ; based upon information famished by others.
— �: \ \ `` ��4' C /V While this information is believed to be reliable,
- Ae 4 the Engineer cannot assure its accuracy, and
Q
Bq NQ thus is not responsible for the accuracy of this
A 0 record drawing or for onyrpors omissions
which may have been incorporated into it as a
_ `�� •'�e��! result. Those relying on this record document aro
"�'nN
L � ����"��� ��`� sse ee` 14'.
...� advised to obtain independeMverification of its
accuracy before applying For any purpose.
25 0 50
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LEGEND
_ LIMITS of
X DISTURBANCE
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24.0 --- --- ---- -_ — — i
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ADKIN BRANCH RECORD DRAWING
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Florence & Hutcheson
PROJECT REFERENCE NO. SHEET NO.
AMN BRANCH 12
CONSULTING ENGINEERS
PROJECT ENGINEER
RECORD DRAWINGS
suraofmnw.Y SWMIm>ukyn Ncna7
NC lime No: Pres
This record drawing hos been prepared in pari,
based upon infomration furnished by others.
While this information is believed to be reliable,
A
the Engineer cornet assure its accuracy, and
thus is not responsible for the accuracy of this
+♦i �"
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record drawing or for any errors or omissions
��� 0 60040 ``e�$
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which may have been incorporated into it os a
result. Those relying on this record document ore
`ems ea.•'6 �a �+
c1 '3 Ji%�°+�'j
advised to obtain independent verification of its
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accuracy applying ory purpose.
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ADMN BRANCH
050656101 C0" ` LENOIR
~: RVS
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X -
LIMITS OF
DISTURBANCE
CONSERVATION
E i
EASEMENT LINE
----------
THALWEG
BANKFULL
TOE OF SLOPE
LOG SILL
CONSTRUCTION
REVISIONS
ORIGINAL
CONSTRUCTION
PLANS
IMPERVIOUS
CHANNEL PLUG
E
STRD E
ASSEMBLAGE
AS
ASSEMBLAGE
PLANTING ZONE
COASTAL PLAIN
LEVEE FOREST
PLANTING ZONE
COASTAL PLAIN
LEVEE FOREST
PLANTING ZONE
I'
NOTE:
LOG SILLS PLACED OUTSIDE OF
CHANNEL MAINTIAN GRADE FOR T
AT HALF BANKFULL TO ALLOW FO
DISTRIBUTED THROUGHOUT THE S
SEE THE CONSTRUCTION DETAIL
ADKIN BRANCH RECORD DRAWINGS
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STORMWATER I
WETLANDS
-FINGER 10' BANKFULL STORMWATER WETLAND
_BERM_ BENCH BANKFULL ELEVATION BEYOND
STORMWATER i'
OUTLET ' BANKFULL BANKFULL 10' FINGER BERM BEYOND
ELEVATION SIDE SLOPE- ELEVATION BENCH
\A / BANKFULL AT BANKFULL ELEVATION
DEPTH
m BANKFULL TERRACE
ELEVATION —----------- ���
c i STORMWATER O STORMWATER
I LOG SILL
ANKFUL WETLAND SIDE WETLAND
_ B I m WIDTH SLOPE — LOG SILL
o
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30' RCP STORMWATER INLET/OUTLET
= STORMWATER INLET/OUTLET
— — 30'RCP— CROSS-SECTION
STORMWATER A PROFILE
OUTLET �D NOTES: SECTION B -B SECTION A -A
i LEGEND BYN�M 8� 1 . INVERT SET AT 1/2 BANKFULL DEPTH. NOTES:
— — — TERRACE STORMWATER 2. LOG SILL SET AT INVERT TO PROTECT FROM SCOUR.
1 STORMWATER WETLAND'S ELEVATION RECORD
ADKIN BMC GS
INLET 3. BASE WIDTH SHALL BE 1/2 BANKFULL CHANNEL BASE WIDTH. SHALL BE SET AT 1/2 THE BANKFULL SCO* 050656101 `a""LENOIR
STORMWATER DEPTH UP FROM CHANNEL INVERT.
WETLAND SIDE SLOPES SHALL BE BUILT AT A 3:1 SLOPE. RVS
«� r: RKw a� 61011

Conservation Easement, Signed MOA, Signed O&M
The signed MOA and O&M are part of the recorded conservation
easement, which is available here:
http://deg.nc.gov/about/divisions/mitigation-services/property

1111111111110111
IRF
Recordeid : 7 ilk til/2CI�il�lItej 11(14e8�1�22 RM
Ree AImt: $Iaa.aCl Rage 1 of 28
Rei enue llaN : $CI. CIO
Lenoir County, NCI
Meirparet Seymour ReiClister of Deeds
ek 1645 RC1144-171
STA TE OF NORTH 1"A.R OLINA
LIDNOIRI COIL NTY
SPC Filet Numlielr 94-x
1EIIEH ID # 7
Prepared by and raturn to:
Mane Puke, Stalte Property Office
1:121 Mail Servicel Car, ler
Raleigh, NCI 27699-1:121
CONSERVATION EASEMENT
Phasre I (Washington Ave. to Lincoln St.,
THIS CCNSDRMATION BA SEIMENT DEED, maide th:isL' Iary ofINcavember 2011,
Ey the Cit)I of Kinston, ("Gianllar"), to thea Staten of Ncarth Carcdinlay ("Grantue";, wEosa mailing
address is Staten cafl Noah Carollina, Department of Administration, 'Italtel Prcaperty Officre, 1321
Mail 9errviae Cenler, Raleigh, NC 31699-1321. Thea desiggalionls Grantor and Grariteae as used
learein shall :irlcluide said parlicrs, flair lea'rs, successors, and assigrp, anlc shaall incrludea singular,
pllural, mlasculiner, form inri "le, car nuutea as rerquirerd by conlexl.
W TI NESSE TH:
WHHE R.DAS, pursuant to tE a prcavisicarls of N.C. Gen. Stat. § 143-214.3 et se ., thea Staltea
oflNcarlh Carolina has eslablished then Ecrosysterm Dnharleeamerlt Program (forrrerrly known as thea
Weatlanlcs R(rslorationl Program) witlin lhcl Deplartmcrrrt of Bnvinonmlernt anlc Natdral Rersourcrers fear
flea purposes cif accluirinl& maintaining, rusloring, enlEancring, crreating and flrasenlling weatland arae
riplar:ian rersourcrers that eonlnibule to tEe plrcaterclion and imlpovermerd of water quality{, flo(ae
prcr-vendicml, fisheries, aqualicr habitat, wildlifcr labitat, arid rer(rreraliorlal opportunilicrs; and
WHEREAS, Tle Slates caflNorhh Carolinas is quadifiee to Ea thea Grantee) afla Currsearvatiar.
Easamenl pursuant tca N.C. Gen. Start. § 131-35; arae
WHEREAS, tEe Ecros)slem EnlEancrermlenl Prcaggam in tEer Departrrlent cafl Bnvironmenil
and Nalural Rlesourcres las approved aaccreplancre of this insburrlant; and
WHEREAS, the, Depaartmenl of Dnvironmerlt and Natural 14esourcrers, the) NOTE Carolina
Derpartmenl of Tlransporlailion and the Ulnliterd Starters Army Corps oil Bngirlerers, VNilmirlglonl
Elistriat enlercrd into a Memloranc urm cafl Agruamlenil, 11MOA) dully erxecrut& by all parl ieas in
Greenishoro, NO on Ju yl 22, 200=1. Mis MOA rcciogrlizes that 1Ihe Elcosysturr Enflancerreint
Hrcagram is to Elrovic a fbr comper satory mitigation by effective pinoteaction aflthe land, water arc
nalural reasourcreas ofltEea Slater Ey rerstoring, crrrhanlcring and Flreseniing ecrosystem fincilions; ane

WHERDA 5 , th a acoaptance of thud in strurr-I art far and on ballalf oft th a State of
Narlhl Carolina was graded llo the Department of Administration by raso:ullior as
approved by the Govurnor and Council of Stata adopted al a maatinig Meld in tha City of
Rlaleiighl, North C arol ina, an thle Wb day of Bebruar) 2000; and
WHEREAS, C-nanl ar owna in fea simple cartai n i ea propart) situated, lying, and
being in Llenioh County, North Carolina (the "Property"), and being more llarliculanly
describcd as thlose certain parcels of land lying along Adkin Bnanoh batwaem Washington
Avanua and Llinicolni Streel ref reed to as Phase 1 as shown on "AttaeHment A"
WHEREAS, C�raniar is willing to grant a Conserviatian Basement over the hcrain
describad areas of 1hei Pliopeirty, thlenaby vestriciing and :imiting tha usia aflthlei iinaluded
areias of thea Anoparty to the temps and coniditians and purfases heneinaftar sell fbrth, and
Cvanteei is willing to accept such Conservalion Basament. This Consermatian Easemarit
shall be for lhla proteclion and banafit of the waters oflAdk:in Branchl, Neuaei Riveir, and its
tributaries.
NOW, THERE E ORE, in consideration ofl the mutual covanants, terns,
conditions, aric raslrict:ions hleneinaflleni sort forth, Grantor unconditionally and :irrevocably
hleieby grant, and conveys unto Grantee, its sucaeissovs and assignls, foravev and in
perpetuity, a C onserviationi Baaeiment of llhei nalurei and character and to the extent
hlereinafller set forth, oven a described area of lhei Avoperty, iiefenied to Hureadteri as the
"Coniseirvationi Ea�ifimifmt Area-PHase I", fbr the beneifit of Idle peopla of North Clarolinia,
and being all oflthe tracts of lark containing 32.40 4/- acres as shown an a plat of suncy
entitled "Coriseirvalion Basement far Narth Carolina Baosystem Enhancemiant Program,
City of Klimtori Hvopurties" dated 7/26/10, ceiriifred by IHerib Proctor, PILS, 9towarl
Proal ar Enigineeiriing arnd Surveying, and recorded in Map Book l --b , Page 2 t--�5 - 3'10
Lenoir County Rlegistryl. The Conservation Easemanl Areas being move particularly
da.saribed bellow. Sae "'Attaahm(int B" for legal toxl.
Consein,ation Easeimieint Aieas fon PlHase 1:
'brant A.- 5.69 4/- acnes (WasHingtoni to Cardoni)
'bract B-- 3.15 +/- awes (Gordon la Cashwell)
Tract C -• a3.' E +,I- aeras IJC ashweill to Dincolni, includes Holloway;
Total 212.41 +)I- aanas
I

1. PURIIC SE
The purposeis ofthis Cor.servialion Easemar.t area to miaintair. neastore, enhancaa,
ciiieal a and presearvea ivetl and and/or ripariian rasouncas in thea Easement Ai ea 11.1at
cior.itribute to thea protection and imTIrawimicirt of water quality, flood plravar.itioni, frsahearies,
aquatic habitat, wildlife habitat, and recreiationa] oplportunif as; lca mairldin permaricir lyl
lhla Haseiment Areia in i -1s niatura: coniditican, coni:iistar.it withl theasea plurposesa; and to prevent
any use of tha Haseiment Area that will saignificantlyl impairs or initernferne with) thlese
purposeis. To aahieve thesei purposeas, thea following aandilior.is and nesitrialionis are slat
forth:
11. 1IURATI C N OF EASEMENT
Punsauant to law, including lhea above rieaftarear.icaed statuteas, this Conservation
Flaseamienit shlall be perpetual and it shlall run withl, and be a continuing raslriiction upon 111a
use ofj the F roperty, and i1 shlall bei anfhanaeablea byl the C rantee agair st thea Gn anton and
against Grnantor',i heaits, sucueassors and assaigns, pearsonal neapneasentatives, agants, lesaseaeas,
and l iaeanseeas.
I IL WA RRA -'N TY AERIC DI
Bot purposeas of this Consermatior. Easament, warratnty pcariod is henabyl defiinead
as a fiva-Maar period baginning with) eompletican of acimtruictican of tha satrearra
impnovemcants byl Grant ae and ending afl en a fiva-yeaan period. If succass cariteariia are not
met within five ycaars, lhle wanaantyl periicad will be eaxlended until suucaesas (arileria aiie m eat.
During thea warranty] pariod, Grantee shlall ba solely reasponisibla for projacat maintanance
and mianitoring. Howeivear, Granton may], al tha discnelion of thle Gnanteaa, plartiaipatea in
rra:intear.ance acativities. After lha warranty period, Grantar miaM, at its sole diiscrationi,
maintain tha prcajact in tha samae f micticanal stala as axiistad on the last dayl caflthe warranty)
Aleariod.
Thle warranty) peariod for tha nine (9) Stormwateii Sand Ailtar BMPIs for 11haseas
One and Twca of the Adldin Branachl Reastaration is describad in tha attachad Stormwaten
Sand Filten BMA Mainitenanaea I]erttear of Undenstandinig and its atllachled Exhlibit A,
naf iteneed as "Altaacahment C" and inccarponalead hlarein. Silcarmwataii BMI]s numbers four
(4) thrioue nir.a (q; lie within thea peirmanent consaer-viatican arena for Phlasa 1. Stormwater
BMPs number Cr.e (]) Ihroughl threaei (3) ane pl:lannead for Fhasa Twca (2)
3

Ill. G RANTOR REE IERIVED USES AND RESTRIC TED A CTIVIITIES
The Easement Area shall be resitriciled from any development or wia�la that waulld
impair or irnlerfere with 1ha purposes of thi:i Consermallion Easemeinl. Un] ass expressly
raseirwid as a complatiblei usie heneiin, any activity in, cin uses of, the Baseimient Areia by the
Grantcm is prohliblited as ineons:isteirrnl with the purposeis (iflthisi Consermalion Easiemenl.
Any rii&s nal expicEisly neiseirmed hemeundem by 1ha Grantor Have bleien acquired by thea
Grantae. The Cranlcn reta:insi tha right to maintain and neipair, as weill as accapts thea sole
firianic:ial neisponis:iblility fbn 1ha stormwater Not manageimianit pnacticas shlown on tha plat
fbn Phase One (1; and labalad as BMA #4 thiioughl BMIR #9 datad 7/26/110 ar.ititlad
"Cansermallion Easement Survey f 61 r or h Carolina Ecosystem E camianl Arogrami,
City of Kinston Aropenties" recorded in Map Elookl I, ,_ Plage�m'' o�ia Lanoxin Caunty
Rlei€lislry. Transfer of maintenance responsibilities to the City oflKinston and the
miainiteinancie plan are further desicribled in "Attachment C."
Any rights not eXprassily neiservied hemeundem by 1ha Crantor Have bleien acquired by
1Iha Cranteei. Without limiting thei genierality of 1Iha foregoing, the followir.q specific uses
ara pnohiblillad, rastri cited, or inesierwid as indicated:
A. Reicrciational Uses. Grantor axprassly resarvias the right 10 undavaloped
neeneiationial aseis including hiking, blind watching, hlunling and fishing, and
access to thlei Easement Area for the purposicis lhemeof. Motorized veh:iales in lhei
Easemcnil Areia aria pnohiblileid, excapl as they are used exclusively for
managarnant, maintananae, on stawardship purposeis, and on existing tiia.ils,
paths on noad:, as shown on ilha survay pllal. Vehicular parking is prohibited.
B Educational Uscis. Thle Granton neisermesi the right to eingaga in and permill
othleni to engage in educational useis in thle Baseiment Asea not inaonsiEwnt wilh
this Conservation Baseimierit, and the right of accaw to the Easemeirnl Araa for
such purposes including arganized edueationial activiilies such as s:ila visits and
absermations. Educalional uses cifl thle plropar N sihall not aalar vegellation,
hydrology or lollographly of 1Ihe site.
C. Vegcitativie Cutting. Except as relaleid to 1ha removal of non-niativa planils,
diseiaseid on damagad lreies and vegetation than obsitructs, destabilizes on renideins
unsafe thlei Easemcnl Areia, cr except as nieceissaryl to Conti of invasive ands on
exatic species, on except as nieceissary to maintain stormvuater EIMPs and other
stormmaten conveyances as agreied 10 in BMP Leitten oft Lnderstanding, dated
11/612(109 on "Attachment C" , on as necessary to provida fbn the other
axprassly alloweid useis in tha canserviation easement) all cutting, namicival,
meowing, Harming, oil destruiction of any treses and vgletation in thle Easement
Aiea :is pinohibliled. All vegeitallive cutting shlala be done ini a miannaii that
miaintaiins 1Ihe: intagrity of tha Conseirvation Easament.
D. Industrial, lRessidential and Commercial Uses. All ana pinohlibited in the
Bwamenitt Aim. Mehicular parking is prohibited.
I

E. Agriciulltural Use. All agricultural usesi within IIha Easemanl Areia including
any use for arciplland, wa.,ile llagoonsi, ov plastureland are prohibited.
Ii. New Cowitruetion. Thlere shla;] be no bu:illdind, facailit�, mobi:la home, antenna,
utility pole, lower, ov other sitruictutle cacnstruictad or placed in the Easemant
Areia. Rleplaciemenit/miainitenanca of exis tinig strudwlesi (polos, bridgas, eta.) and
acaass to 1Iha°sei struttutles in thle coniservalion awieiment and axisiting ulihity
easemants is allowed :in a miannan that maintains thti initeigtity of IIha
coniservalion easement area with pinicm notice to the Granteei axeept in cases
ini,whAinag emeargencaies related 10 Crantov's struetLras or utillities.
G. Roads and Traills. Thera shall bei no eonstruicticn cflrciads, trails, walkways, ov
pacing in the Easemant Aiea. Bxislinig roads ar trails lacaated in thle Easement
Area and ,ihown on the naconded plat refenenciad abavia may be mainllained by
Grantor in ondem to minimizti runcift siedimentation and fOr acceisisi to tha interior
cif] thti Properly fon mianagemeinl, maintananee, stewardship purposesi, or
undtivalopad rameational and educalior.ial usas oft tha Hasament Araa. Bxislinig
ncacs, trails ar paths may ba mainlaineid wilh loo:ia graAel or permancinl
vagatallion to salabiliae on comer 1ha ,iurfacias. Tho pecastrian bridges ane tha sola
raspon.,iibility of thti Gnantan.
H. Sligns. No signs shall be patmittad in the Easement Areia eixaaplt interppietiva
signs deisariibing rastonation activitieis and thti cionsiervaticn vialuas of thea
Hasament Area, signs idantifying. the owner ofl 1Iha Anoparty and the Holder of
1ha Con.,ieirvation Hasament, signs giviing directions, on signsi prescribing rula.,i
and negulatiansi for lha wia of lhle Bxieiment A.tea may ba allowed.
I. Dumping or 'Storing. Dumpling on staraga oft soil, tnasih, ashas, gaabage,
waste, abandoned vehielm, applianctis on machinery, or other maternal in the
Eastimiant Anea is pnchibited.
J. Grading, Mlinenall Uie, Dxciaviation, Dredging. 'Ilhava sihlall be nc grading,
filling, excavation, dradging, mining, on drilling; na removal of tcplsoil, sand,
gtaviel, rock, peal, minerals, on other materials
N. Water Quality and Dlrainag(i Hatternsa. Thtirei shall be no diking, draining,
dredging, channelling, filling, leviel i n g, pumping, impounding or diverting,
causing, allowing or permitiling the diversion cif] surface or undeniground wader.
Na altering on tampering with water control strueturias on demieeis, or c isrupticn
on altanation ofl the restored, einhancied, on cneatad drainage patterns oxciept
within the designated Stormwater Best Managemeini Plracillices (BMA; areias for
Phase 1 shown as BMA #4 -BMP#9 on thea plall entitled "C lonsarN at:i on Basement
fon North Carolina, Eecisyslem Bnhancaement Program, City ggfI Kinston
Aroparlies" dal ad 7/26/10 necaordec in Map Eoold Q Had ar"o l'�ie IJenoir
County Registry. In addition, any act:ivitN by the Gtanitor diverting, causing,
allowing or ptirmitting the diversion ofl surface or Lndarground wator inla,
5

will hi n or out of thei Easement Area excepil ad as noted above in this paragraph is
noel allowed. All removal of wetlands, pollluiinig ar discharging into waters,
spring.,i, seep;,-, or wellands, or use oflpe,, icida or biocides hi prohibited.
L. 9u bd iii hiiam and C onmuManec. C rantor volar tarily agrpasi that no subdivisions,
parlitianing, Lir divriding of the underlying fele that is subjeat to this Basement isi
allowed. Un] ass agrleed to by the Grantee in writing, any futwle conveyances of
thle undenly:ing floe for iha Easemani Ar as and the rightsi as conveyed Harain shall
ba w a single block of properly. Any future transfer of the fee simple 41all bei
subject to this Conservation Ea.,ieiment. Ary transfl;ir aflihei fee is subjecil to the
Granteers right oflunlimiiad and neipeiated ingrass and ogrpss ouaii and acnioss thle
Property I the Bmament Area for thle purflases sat fbrth harein.
M. Development Rights. All davolopmient ri:ighlts are rurnavad from tha Hasament
Asea and ,ihall not be iransfi:irwd.
N. Disiturlianec oil Natural Featuicsi. Any ahlanga, disrtwlbance, alterialion ar
impairment of tha natural featurasi afl tha Easement Area or any intantionial
introduction of none-ria.ivu plants, treas and/or animal specias isi priahibited.
O. Utilities. Through, over, under and acriosis the Haaament Area, the fJ`illowiing
utility usas fon sanaiary sewer limes, avatar linos, averhaad/undargriound powers,
gas, sable, or tellaphano llir.ias, and stormwater conveyancas aro allowad within
iha utility line corridoris on tha map aniitllad "Conservation Hasamanit for North
Carol iria, Ecosysilam Ent.ancemeni Program, CAN afIIQinisian Araparlies" dated
7/26/10, certified by Herb Proctor, and racondad in Map Hook Q ]Hage3�6 -3-10
of the Lariair Claunty Registry, or within a 30 -foot carrndon canterned on any
axi sting utility lines di scovarad during cm afl er restoration work, asi specified :in
item 4 balow, and conditioned as follows:
1; Tha City rieservies permaneint cianitary sewer easements within Conisarviat:ian
Easement Aneia-Phases l fl3r its usa in mainlaining and repairing tHc City's existing
slew ar lines. These easements are shown on the map entitled "Conisarvat:ian
Hasurnanit for North Carolina, Ecosystem Enhancemieirit Arogrlam, City of Kinston
Anoparties'ated '1/26/10 cartifiieid by Henib Aroator and reicorded in Map Book Rol,
Ha- — Othe Lanoir County Regisilry. Vagetation wiihir.i the sanitaryl semen
eiasamiants shall niot be aul lowari than four to six inahles aboua ground lavel except as
neadad in cases of I emergency nepains.
2) The City resiarves permanent water lira aasaments within Consarvation
Hasarnart Aram far its usa in rnaintaining and repairing the City's axisling water
liras. These waiter lina easemernls ara shown on tha map entitled "Conisarviat:ion
Hasamiant fon North Carolina, Haosystem Hnh ancemoni Program, City Of Kinston
Prolladies"d ted "x/26/110 aartifiiad by Harb Priactori and necordad in Map Book I Z,
Aage— All
Lenoir County Registry. Vegelat:ion w:ilhin the water lina aasemenit
shlal:l not ba cut 'l ower than fbur to sip inahas above ground Rival except as naaded in
casas of I emergency napairis.
D

3;
All distLxbed facilities, featuras and vogetatian will bei neslcrec to thein
ariiginial condition to the greateA axtent reia,unably pnacilicable after any utility
miaintananae actiuitieis and emerigency nepairs. Dua to the einiuinonmar.ital sarisitimity
of the Conservatian Basemeirit Areia, any disturbed and nemaviad viagalation in access
areas, staltlir.ig areas, ccnstrulcted areas, enacluding the parmanent ulililly easement, will
to replaced with hlavbaceous species such that the Rioplerty achieves a vapid ncieavary
frame 111ei disturbance. The permanar.it utility easement shall ba planted with suitable
grass viagatatian wlluch shall be raslarad whin di,iturtad.
4) Any naw utility corridors and conistrucfion shall be proapprcved by
Gnanieie and riegullatoryl agencias. The kiciation of such pnci-appinomed view ulilily
aorridors shlall be at least th'rty (?I0) feat fi om the top of streiam bank unless exp:l iait
amception is granted by tha Grantee. aha area between the utility aarriidon and the lap
aflAveam bank mur..-i nemaiin ur,dislurbad emcept for cnaakl crossings.
Any existing utillity lines disaaverad in the Conseirviatior.i Easemar.it Area
after tt a recording of thle plat veifenenicad abovia shal l be disclosed to tha Gvantaa in a
timal)i manner wilh specifias as to lheiiri vespactivia locations and potential impact on
the peirmanent consermatian easemanll areia and the strucituras wilhin tha stream
reisioration. Clorridons fbri said discomened :lineis will be considered to to 20 feet in
width.
5) Plipelir.ia and utility lino construcrtion will be minimized to thea grloatast
axtent veasor.iably pnaclicab:la. NatWithlstanding the foreigoing, it is understood and
agreed that: thlei use of klump stations and/or the imtaalation of such lineis at a depth
grpater lhlan 1-`I fMet are not reasonably priacticablei and shall not be requined tc auaid
an minimize pipeline con truation subjed to th's Conservation Easement; and thea use
afl mciariized ued-liclas, inaluding haamy aquiplment fon construl Ilion and mair.itenanue
wovkl, is necessary to construat, access and mairAain pipelines subject tc 11lis
C onserviatian Easement.
6) Carriidon an(J clearing width fon eanstrulctian, accass and maintenance will be
ll imil ed to thle mirumum nacessary to eanstruict, access, and mainl ain thle neadad
f rilities.
1) Cveek crossings for pipelinie,i on utility line,i will be avoided at locations whlena
lhlane ara struictwes in place far giiade cantlal, habitat impnomement, and bank
stabilization. If any disturbaneei occlus to Grantee's slructwe,i on imppiavarnents in
thei Con,iorvation Basemar.it Area as a result ofl con,ftrciat:ion an maintu iance of
pipelines on utility" lir.ies, the Grianton will ensure that the damagad structuras and
improvaments are rastcrad to their original eonditian to the greatest emtent reascinably
practicable.
8) Any featuras on vegatallion distuitad as a nesuhl of thle cansitruiction cm
miaintananae of pil:el:ines on utility :linos within thle Conservalion Easament Aiaa will
to riestoved is thlelin ariigiinal eandition tc the grlaatest amtent reasonably practicablo
using nat:ivia traes, shrulbs and herbaceous viagatatian. Vlegetatime plantings musl bo
aompletad during Ihle naxt planting season fbllawing complation afI the eonstructian
I

or maintenance activity and musl csomply wilhl the mitiHation plan spacsifrcations fbr
the sites.
9) Crossings of streiam m:iligation siteis and any adjamint weilland areas :ihall
bei acscomplishlad by utillizing directional dril:lingi boring methods to lhei grclatelst
axl ant nciasonablyl pnauticablla. Struam on wetland crossings that ana not accompli shed
by directional dridlinig/boring methods must be peirpleinidicular to the wellandsi or
sitreiamis to greatest axtent reasonably practicable. Excavated cnoss:ings rr.ust be
constructed ini dr) .areas as much as reasonably posss:iblei using lemploriary coffer damis
or simillan structures. Cofferi dams must consist of non-anosive matarialss or pariable
structuress.
10) Ricision control devicsess must bei utilized in csonjuncstion with conistruation
and mainitenancse vN ork to contain all disturbed materials and csonform to Stale
nesqu:iramienitss.
11) Reasonable siignaga may be aiecteid to identify the ownaii of the
pipeline anctar utility linos and to provida safety information.
12) 8:ignp. No s:ignlss shall ba permitted in tha Conservation Elwamenit Arena
excapt initerprietiva signlss desscsriblinig restoration acstivitiess and the coniservalion values
of the Easemaro Area, s:ignlss idenit:ify:ing tha owner of tha Pnoplerty and the hlolden of
tha Conservatian L- Foment, siigns givinEl direclions, on signs prascriibing rulas and
r egulationis fon the use of I tile Blasemenit Area.
ill. GRANTEE RDSERIVDDI USIESI
A.. Ingnesss, Egrusss and Insspectian. Mle Grantee, its employees and aganls,
ssuacessscros and asis:ignls, riecsaive the flarpatual right ofIunlimitad and raplaawd ingrosss and
egress to the Basement Araa overs tha Pnoplerty at reasonable limes to undertake any
acrtiviti ens to restore, mans 8u, maintain, ant: ance, and monitor the watland and riparian
riesoureses of I tha Blasamanit Arena, in acsaoi dance with riestoration ad ivitias or a long-tarm
managamenit plan. Unlcssss othlerwisa spacsifrcally set forth in thins Consservat:ion Easemienit,
the rights grlantad harain do not include or establish for the public any acaasss rights.
B. Rlestanastion Activities. THessa activities include planting of trues, shrdbss
and herbaceous vegetation, inislal:lation cif monitoring walls, utilizatian of heavy
equipmanl to grade, fill, and pneparu lhle soil, modifresation of thle Hydrology oflthle site,
and insslallationi aft niatunal and manmada materials as needed to diract ini-struam, abava
ground, and subternaneous wateui flow. The Grantau and authorized repnesentalives of tha
Gnanlee shall lrpiovida prion nolifrcation to the Gnantar of tha construction sscHedulei
including but not limited to bid opening, award, notice to prioceed, and pine -construction
meatings. The eammenst right, grantad Hanain do riot include on astablish fbri the public
anyl aacess riighlts.
H

C. Signs. No signs steal: bei plarmitllad in thle Con uniation Easemeant Area uxaept
intearpreative ,iigrs de -,writing raslcaration aetivitaens and thea caonservatiican vaueas of thle
Easemeanl Area, signs identifying thle owner of thea Riopearty and the haldeui of the
Canservialion Easement, signs giving dinecations, or signs prescribing rullus and regulations
for thea usea of thea Easement Area.
Thea Grantor may request permissions to vary from thea abovea iiaslrictians for Haad
cause shcawn, provided that any suah raquasl is caonsistent with thea purposeas of this
Clcanservation Haseamunt. Thea Grantor shall not glary from thle above restricalions withlout
firsi obtaining written aipplrovall from thea Eciasyslem Hnhanaement Program, whose
mailing address is 11632 Maul Serrnicus Ceanler, Raleigh, NC :17699-1( _`I2.
VI. ENFC RICEMENT AND REMEDIESI
A. Enibrccam cnt, To accomplish the purposes aflthis Conservialion Easern aw,
Grantee is allowed to plreavarany activity within the Hasument Arena that is inconisistunt
wilh the plurpo,ius cafIthis Easement and to reaquira thea rie,itoration ofIsuchl arenas or featureas
caf I thea Hasem earit Ar ea thlat may Have been damaged by suahl aativlity or use. Upan any
bruach of 1ha terms of Ihis Clonsuniation Hasament by Grantor, suacaessors or assigns, Ihat
aomies to thea ati enition of thea Grantua, the Gr anteea steal1, amcept as provlided below, notify
lhle Grantor, thein successors or assigns, in writing oflsuah breach. Thle Grantor shall blame
ninety 1510) days after receipt cafl suah noticae to caarruct thle conditions aamitituling suchl
broach. If thle bruach remains uncured afteu nineity (90) days, thle Gnanteaa may unforcae
This Consurvation Hasurriu at by aplpropriatea leagal proceedings inaludinig darraages,
injunctivea and others realief. Thle Granteaa shall also hlavle thle plowear and authoriily,
aansisteint with) its ,statutory authority: (a; to provent any impairment of thea Easerr crit
Area by acts which may bee unlawful or in vliolation of this Clanseniation Hasument; 1�; to
oilhearwise proservie or protecet its interest in the Property; ar 1ja) to seek damiagas fram any
appropriate parsons or entity. Nal withstanding thle fhreaglaing, Thea Cranlee rasurvieas tha
immediate rii€1hh, withaut notiae, to obtain a temporary raslraining order, iniunctivea or
other appropriate redieafI if thea braach afl the term of this Conservation Easement is or
would irrovearsibly can calhearwise materially impair thle beaneafits to ba derived from this
Conisearvation Easement. The Grantor and Grantue aakriowledgea thlat under suahl
airaumstances damage to thle Granteaa would be irreparable and rumeadies at law will] ba
inadequate. Thea nights and rumedies afl thea Granteaa providead hereunder shall ba in
add:ilion to, and not in liou ofi all athur rights and rern adies available to Cranteea in
connection with this Cunseniation Ha,iament.
B. lnspcicitian. 'Hhu Gnantue, its eamployees and aglanatts, suacessons and assigns,
blame thea righl to eanler thle Conservation Hasument Arena ouar the Property at neaasonabla
time<i for the plurpase of :inspaction 1a datermina whc&ei thea Gnanton, thein successors or
assigr.ls are caomplying with the terms, conidit;ions and riestrictions of this Conservation
Eaasurr ent.
0

C. Acitsi BeiMond Grantor'.i Control. Nothing coritaanad in this Conseirvalioni
Easement shlalil be conistruad Ila einlitla Grantca to bring any action againisil Giiantoi, thchi
suaaessoin cm assignls fbii any injury) or aHangei it the Conseirvation Easemeint Areia causeid
by third partieis, resulting from cause:i beyoric the Granlar's ,antral, including, without
limitation, fiirei, flood, :storm, and eiarth mavarrierit, ori from any pIndanit actkin taken ini
goad fhiith by tha Gvanitoii undor amerigenicy conditions to pravenit, at ate, or miitigaila
significant injury to life, damada to ptopeirty or harms to thle Araparly reisultin€l from such
causes.
D. Casts afl Enfonc(im fmt. Beyond regular and typical monitoring, any oasts
inaurnad by Giiantea in einfcmaing the terms cif thlis Corisarvation Basarriant against
Grantors, thle:ir suaaassons or assigns, iincduding, without limitatian, any aosts of reistarationi
neiaessitatad by Giiantor's aat.i or omissions in violation of tha terms of this Consarvation
Basement, ,hal l bei borna by thea C rantorn.
E. No Waiver. Enforcement cif thlis Baseiment shall to at lha
disaration of thle Granteie and any forteiarance, delay or omission by Crantee to axeiraise
its eEfts hereunder in lhei avenit of any breaahl afl any term set forth hlaveini shall riot ba
aonstrulad to be a vuaiven by Grianteie.
10

VTI. M ISICELLANEC USI
A. This instrument sets forth thea einthe agreement of thea parliesi with
reaspeacit to the Comarvation Ew ament and saupariseadeas all flrior discussions, neigotiatians,
understandings ori agrleern anis ralating to the Conseniation Elasurriant. 11flarM pravision is
found to be invalid, the reimainder of the provisions of the Ccnserviatican Easement, and
Mei application of snuck provision to persons ori ahcurnsatancus other than lhase as to Ahichl
it is found to be invalid, sihall not be affeactead thereiby.
B. Any notices shall] ba seanl by reagisalered or ciert:ifiiead mail, raturn receaipt
reaqueasatead to thea parties al lrlaii addriesisesi shown abava or to othler addreass(esa; as either
party establishles :in writing uhlan notification to thea othlen.
C. Griantori shlall ncalify Grantee in writing of lhla nama and address and any
party to whom thea Proflerty ori any part lhlarieof :is to ba transfOrrad at or prior to thea tirria
,acid transftar is made. Granton furthar agreas to maks any subseaqueant lease, dead, on otHai
leagal inistrumeanl by Aillichl any initarasi :in thea Hropearty iso ci anveyead subjeacit to lhei
Consearvalioni Easemeanl hlere:in criealeid.
D. Thle Griantor and Granteaea agree that tha tarms of this Conservation
Easemeanl shlall survives any margar of thle fea and easeameant initenestsi in tha Rioparty or
any portion thereof.
D. This Conservalion Easemanit may be amended, but only in writing
signed by all parliesi heireito, and provided such arricuidment doeas not afftacit the
qualificiationi oft this Conservation Easeamanit or thea status of the Grantua undear any
applicab ]a laws, and i;-, conoisteant with the purposaesi of thea Conservation Easemeanl.
P. The p arl ies riecogniaa and agriee that the beaneafrts of this Coro an ation
Easeament ara in gross and assignable providead, hov% aveari, thlat the Grarrteea Hereby
covenants and agrlees, thlat in thle eiveanit it transfers or assigns thlisi Consierviatican Easemeanl,
tha organization recieaivinig thle inteuesat will be a qualifiead holdear under N.C. Can. Stat. §
121-34 at saeaq. and § AO(H) of the Initearnaal Mevenue Coda, and tha Cn antua fu rthleri
covenants and agrlaas that thea tearms of tl a trans kir on asasignmeant A ill be such that thle
transferieea or assignau will bei riequiried to continua in flerretuity the cionservation flurr oses
described in this documeant.
VIII. QUIET ENJIOYM ENT
Granlcar rieseanxas all riemaining rights accruing fi~om ownership of 111ea Roperty,
including thea right to eangagea in or perm:iI ori invilea others to eangagea in only those user of
Thea Easemeant Area that area epflreissdy reserved heareain, not prohlibileid or reastriictead hawin,
and aiie not iniconnistanl with lhle rjurt asiesi of this Conservation Elasamenit. Without
llimitinag thea genenalityi of the fbnagoing, 1ha Granitori appreassily reaserves 10 tha Granatov,
and the Grantor's invitecis and liceanseeas, the righlt of acacess to the Easement Area, and thle
nighl of quical enjoymf.,nt of thea Easemeanl Araa.
11

TO HAVE AND TO HOLD thea said riighls and ciasennents purputuallyl unto thle
Slato of Narth Caroline fan thle afancisaid Flurf oses.
AND Gnanilan covenants that Granton is seizad of ,iaid pnemiises in Ric and Has the
righlt to cianmeyl the permancinil Conimr%iationi Easemad hcmein granted; thal the same are
free from encumbinances and that Gnanilcm will warrant and def6nd title ala thle same against
the claims of al l persons whlorr soemen.
IN TESTIMCNM WHERDoFI, thea Granton Has hcmeiunto sell his bland and seal,
thle dayl and yciar first atlava written.
C it3j of Kinsllan
12
1
D�

NORTH C ARC LINA
COUNTY OF /I E A14:7 iC-
15 NloNiocrc' L. HzoCs , a Notary Bub]ic in and fdr the County and
State aforesaid, do harat y acirtify that personally appeiared before
me this day an,J ackdowladElad that A is Clity Clerk of the City afl Kilnslan, and
as th a acct of the Citi of Kinston, the foregoing in:itrumient was signeid in it s namia
by its Mlayar, spa ad with ;its official sea] and attestod t hlarsalf as its City Cleiik.
Witness my t and and notarial seial this �15 le- day of
Ae; -,, 2(111.
v
r t�()TA
fill CcCN �6
(Notary Seal)
My commission eNpiros:
No Pu 'c
/y/II:r ?agE ` f/=Ie e_s
(Type or print Notary Publia Names)
13

"'AttacUmcut A"
PHaisie 11
City, - Owr. ed Flarcal s along A dkin Bnanah betwleen Washlington Avenue and Lincoln
Streit involvad in A dl:in Bnanob Streami Rlesitonalicin Pnojacit as sihlawn on a F11at cif survey
einlitleid "Cansermaticin Easement foji North Carolina Ecosystem Hnhanciament Hnograrn,
City cifl Klinslcin Flrolpert:ieis" daeid 7/36/1(1, aert:ifieid by Heirb Flnocitor, PLIS, Stewart
Anocton and rcoor dad in Map Book I�;U , Page -NZ- einoir Counly RlegiAry.
tat 1' HIN Numbun Addness
Phase 1
77
4-13511E 5 37342
Mod eille BIN d .(balll park)
137
4-135116 x1451462
407 Pine Streiel (fbrmi(irly Llucias-Tuirnier)
138
4`.125116 x1451198
333 Pine Streiel (fbrmieirly Mit7li(is)
134
4.12R2(18I1S1675
1(10 Elciuiglas St.(formierl) Artis)
I ( (1
4`12-'116814 2294
337 Pine Street (fbrmieirly Kirkman)
18(1
4`.12-'1305 (IS1433
2(17 Hallaway Eirive
1811
4`12.13(ISII(l9433
SO Hallaway Eirive
1817
452l.10c11(181976
1911 Recid Sheeit
188
452.1'WXIS151510
51(15 Hallaway Drive
1 SI1
452.120511(IS15166
51(13 Hallaway Drive
ISO
453`.117(1(1(1949
Sall Hallaway Drive
1 S13
45 -TI 17(1(1(16 96
4 (17 Hcdlaway Drive
1 S14
453.117(1(1(1772
4 (15 Hal lawny Drive
1 SI_I
453 `I 17(1(1(1788
4 (13 Halloway Drive
ISI(
453 `I 170(118115
4 (I1 Hallowa y Drive
1 A
4525209(1317 13
1912 Me& Sliieed
203
492`1209078169
1 S B. Sh:irie 9treeit
204
4925209081815
151(19 E. Sharia 9tiect
20`.1
4925209081864
1511:1 13. Shiria 9lneeit
206
45252090SI8144
1513 E. Shinier 9tileeit
21=1
4 53517001 SI517
333 Holllowa) Drive
214
4 335'.17011(175
331 Holloway Dr:N o
2151
4 51351] 7010(132
15114 E. Shir ei Sheeit
2:16
4 53920919(133
15113 H. Shinei Stleat
223
4 f1251209191 (11
151151 Deism ond Strc at
224
451351173111_'14
31 SIHollowaNDriva
22:1
453317(31123351
3151 Hollowa) Driva
226
45135117012363
313 Mo. Iowa) Drina
226a
4513317113:L17
:111 Mo. Iowa) Drina
226b
4 A511101441
3(ISIHollowaN Drina
326a
45135117014467
:1(17 Hoa1owa) Drina
3261
4 53511191679f
1(16 Hyqurri Blvd.
326j
4'13151 11311784,2
Bynum aik Holloway
227
4 513517010277
off Holloway Dnivei
328
z_'135IUl4931
Myrtle, Cedars, Bynum
329
z 5353(19183812
I`.1512 Desmond Sheeit
331
� 51353(1'718416
I I (I S. Myrtle 9traat
332
45353(1;116:187
l 11 S. Myrtle 9traat
114

336
4`.125121(19'15680
2CICI Forrast Stmeit
337
45I2513(IS114446
1414 ElasmaniC StreitI
2381
4`.12512(191:1920
lsler 9trciet
239
452!1,',1(1919716
H. BrightlI9unisf incl & Kling)
24 Cl
4525121(1820200
H. Ming Strael (Park)
242
4`.12_`12(1823288
1 ] 3 S. Rachel lei Blvd.
24E
45125121(1822=19:1
1 ] CI Cypress 9ttleeit
2481
4525121(1821484
1(131 Cypress 8lttleat
2149
4525 1( 82'1600
1(12:1 B. C aswedl Stilecit
25IC1
4512511 E 82CI508
1(119 H. Caswell Strlact
25121
4!12!11(820727
1020 H. C aswall Strlacit
2513
4!12!11(820796
1022 B. C aswe I l Stilecit
2513
4512511E 8I2088f1
1023 9ycamorci Road
251E
452 -`Il( 8208] 9
1(12:1 SNciamorci Road
2517
452`.11(728964
1(Ifl]-](1511 Wlalleirs Shecit
27(1
452!11 ( 83 (129 ]
11 C13 H. Gordon Strut d
2111
452!11 ( 8131066
1022 Syaamorci Rciad
273
452!11 ( 8131:197
1121 H. Gordan Strad
273
452!11 ( 8133:179
1123 H. Gordan Streicd
2175
452`_ l ( 8131(1096
l(12CI Sycamores Raaid
27(
452511( 81351307
121(1(1 Sycamorci Raad
277
452!116834338
1124 H. Gordoni Strael
2781
4525 ] 68213368
1122 B. Gordons Streiel
2751
4325101321395
1 12C H. Gordoni Streiel
2f1(I
4 325 ] (f131386
] 104 H. Gordon Streiel
291
4 325 ( E1213496
] 111 ClHestnuit 9ttleat
2 92 1
4 3251 ftlk 417
] 2(12 Sycamore i Road
293
43251012B322
]3(14 SycamorciRoad
29z
432516f135I5146
121(1( Sycamorci Road
29_`1
4 325116f1351E 71
]XIS Sycamore Road
29(
4 5125 ] 68214 ( E 3
=1(151.307 ]Rind Streiel
3021
4 512511683314
JI 21 Hina 9tled
30=1
4 5123 ] 683E E (l7
] 210 Sycamiore Roam
304
4 51351168=1( 778
] ] Wl Mull 1: erre Hanci
308
z 5123'16837828
11 ] 0_21 Hlrri Streiel
309
z SI351168=151814 3
3151 Pinci Stracit
3'10
z 512511683`.18513
317 Pinci Strad
311
z _`l35I168351SI71
319 Pinci Streieit
312
4_`l25I16845I(ISI1
32=1 Pinci Strad
313
4-`12511E8451(ISISI
3251 Pinci Shaul
3,14
45121511 E 8451 SISI
3'11 Pini Strut 1
3115
4_`12151168452511
325 Hinci Sblaeil
316
45I25IIE8145z 5l_`I
409 Hina Stracil
317
45IT11046770
:1401 E. WmEinglon NYanuci
"' Lot numt cuis from map pnovided by C ity of Kll fon Plnojcicft eircia.
11

"'ATTACHMENT B"
Tract "'A" Ahase 1 A dki n Brarnchl
Being thal ccirtain acanserviation caaseament for the North Carollir.ia Baosystem Bnhancemcanl
Progjam locaatcad in thea City of Kinston, Denioir County, North Clanolina, lying batwaani
Washinglcan Avienue and East Goaccan Straet along Adkin Branch and being more plariiaulanly
descri bad as:
Beginning al a re -bar Iwo/cap I: sort on the ,ioutharn righlt-of-way of Washington Avenue
said re -bar having N.C. Grid Cooadir.ates (NAI3 8121; ofl N: 334,7514.07 and E: 2,4281,687.14,
lhanee frcarni ;iaiid tie -bare 'Soulh :14°00'3SI" Elasit 10.781 feet to a re -bar (w/ caapl) ,ieat along the
western cadge of 30 foot City of Kinston sanitary sewai aasament; thence continuing along said
caasarnent South 12"08'09" Basl 276.20 feat to a to -bar (wkap; set; lhcar.icae continuing along said
eiasament South 02°34'(13" Wast 344.71 feet to a me -bar (w/cap) seat; thence along said aasament
Southl 02°34'(13" Wcast 28.82 fMet to a nail set in Elm Streel; thencci with said caascament South
32°03'38" West 117.(21 feet to an existing ra-bar (w/capl); thcancae along said aasaament South
20°32'511" West 109.611 feat to a me -bar lwu/aapl) sweat; thence along said caasemcaru South
21°42'519" Wast 510.41 float to tia-bar (w/car; set; thlenca teaming said ciascamiant South) 19°47'40"
Wast 410.00 feet to an existing iron pipla in thea intenseclion of thle wesalerni right-of-way cafl
Sycarraora Wad and tha northlern right-of-way of Hast Gordon Streel; Ihar.cae from saic iron along
tha northern right-of-way of Hast Gordon Strcaat Narth 7(1°14'517" West 45.82 feel to an existing
iron pipca; thence with sand right-of-waN South 88'4T08" West 14'1.115 flaert to an ca.Niisling iran
pupa; thlenaa with said right-of-way South 88951'_`121" Weasit 198.16 feet to a iie-bar lwu/(iapl) set;
lhlencci leaving said night -of -way North 00'05'110" East S119.92 fleet to a me -bar (w/cap) set; thence
North &1`43'10" East l ]I 0.03 feat to a na-bar (w/caap) set; thencci North (10'05'10" East SI9.SI7 feet
to a ra-ban (wilcapl) sort on tha southcarn right-of1way of Chestnut Strecat; th ancae with sand righlt-oft
way North 88'43'10" East 129.73 feel to a rie-bar (wlaapl) scrt; thanaa leaving said right-of-waN
North 370512'00" East MAO flaeat tca a re -bar (w/cap) set; thence North _`16°24'48" Hast 33.80 feet
la ra-ban (wu/caap; set; theancaa North) 05°05'01" East 112.78 feat to an eNistinig iron pips; thenicca
South 86"3('21" Easit 51.09 fleet to a re -bar (wu/caapl) set; lhaniae North 19'D' 181" Hast 20I.SI(
Elicit to a rie-bar (w/cap)) set; thence North 881°37'41" East 117.34 feet to a calaulatcad ploint; thenicca
North 31981'24" Basi 18.43 fecal to a calculalad ploint; thence North 15'04'14" East 52.43 float tca
a aalcu:lated point; thenaa South HSI°08'41" Wast 112.31 feel to a me -.bar (wkiap) set; thlencca Ncarhh
01°22'5121" Wesal 37.27 That to a tie -bar (w/cap) set; thrice Ncarih 881°33'(17" Basl (6.83 fleet to a
caalaulatcad point; lhancae Ncarlhl 88°36'11" Hast 67.49 feat to a calculated ploint; thlenaea Ncarih
14°11'47" East 19.551 feel to a caalaulated plaint; thenicca North 07°19'36" Hast 57.12 float to a
caalaulatead plain); thcancaa North 151°110'47" West 9.51(1 feet to a caalaulated point; thenaa South
83°34'(1(" West 65.76 float to a caalaulated pain); lhanice Southl 83°34'28" Wast 58.58 feat la a ra-
ban (w/cap) sel; thancaa North 00°29'47" Easat 108.43 fleet to rie-bar (w)lcaap) set; thenaa North
8-`1°03'(14" Hast 96.87 float to a caalculated poir.it; thencca Narth 15°(13'52" West 30.511 fcacrt to a
cialcaulatcc point; thence North 13'02'93" West 91.36 feet to a calaulatk point; thenca Scauthh
815`1°03'1(" Wast 2.63 float to a calculated poirnl; lhlcar.iae North (19°112'33" West 39.92 fcacit to a
aalaulatac paint; thencea Southl 85'03'16" West 111.37 feat to a ra-bau (w/aapl) scrt; theancia Narth

(1('28'1 ( " Wast 79.47 feet to a rea-bar (w/aapl) set; thenica North 06"2816" Weisel 1(14.41 feat to a
re -bar (w/aapl,' seat; thancaa Ncarth 81038'A" East 106.6_`1 fMet 10 a ne-bar ljw/aafl; set; thear.icae North
1(°24'31" West 17.53 f6ciit to a calculated point; thancae North 118°59'5(" Wast 14.46 feat to a
calcuialled point; theancae SoutH 79"50'50" Wasll 70.17 feet to a calculated point; theme Northl
23'08'02" West 4(1.94 fed ilea a cdIoulatad point; thancae North 7905212" East 65.47 fdet to a
calculated point; thenca NortH 34091'52" Weasel 128.42 to a ca: aulatud point on thle southlerni
right- of�w ay of Washinigtoni A vanua; thane witH saiid rigHt-of-way Mouth 82018'53" East 1.12.911
feat to iha point and placae of beginning, being Canservatian Baseamenit "A" Ahasea 1 Adkin
BrianaH as shlown one plat BooM lcti page 31.16 310 and
acantaining 9.69 auras.

"`A TIA CHMENIT B"
Ti act "B" Phase 1 Adkin E ranahl
Bering that aeirtaain conisearvialion easemeni for the T orth Carolina Eco:iystom Enhancement
Rogram localad in the City of Kinston, Lenoir Caunty, North Carolina, lying betweieni Hast
Goidon Sbeet and Caswell Streed alang Adkin Blranah and being mole plarticulaf yl dasaribed as:
Heginning at an amisling iron pipe localad on thea saulhern righlt-of-way oflEast Gordan Straet,
said mon having N.C. Grid Coordinates (NAD 83) of N: 593,297.73 and H: 2,4 28,066.SI4; thleinaa
flrom said iron along sand right-ofkway North 88'47'114" Hast 183.85 fleet to an existing mon
pipea; lhencae with said right-of-way North F18°3(1'42" East -11.81 feet to an emitting Giron pipe;
thane leaving said righlt-of-way Soudl 01 °,L`I'36" Hast 132.58 ftiat to an amisling ne-bar; thenca
North 89"19'411" Vilest 52.117 feat to an eaxiisting iron pipe; thoncie South] 89'-113'11 fl" Wost 12.03
feet Ica an amisling iron paper theanaea South 89°'50'0(" West 54.64 Ebert to an eaxisting anon pipe;
thencae South 00°16'_16" Wast 12(1.42 to an existing honi pipa on the niorlhern right-of-way of
Sycaamone Road; thenae with said righl-of�way Southl 89°46' 15" WeiA 49.73 f6at la an eamisting
iron pupa; thance leaving said right-of•way South 26"W'17" West 55._` 4 fbat to an amisling ;rcan
pipe on the southern right-,c&,Aayl1 of Sycamone Raad; thence Wavir.ig sand right-of-way South
02°25'03" Hast 125.26 feed to an existing iron pipe; thenaea South 00°13'04" East 129.39 feat tca a
ne-bari (w/aap; :iat on tha northern night -of -way of Caswall Stneiat, thence with said night-o&Nmay
South SSI°39'21" West 113.(1`_1 feet to a ie -bar (w/cap) seat; thenice leaving said right-of-way North
2'1°29'24" Wast 11(.04 feet to a re -bar (w/aap; seat; thlance South F19"30' -19" West 55.18 fi:aet to
an eixisting inon pipe (w/aap); lhencae South] 89'30'59", VNea 124.82 f6eat to an eamisting iron pipei;
lhlenice North 00°211'37" East 221.19 feet to a ne-bar (w/(iap; :eat on thla southlearni right-of-way of
Watean Street; thenaea with said right-of4way North 88°92'24" Bw: 217.611 feet Ica a nea-bar (w)lcap)
set; thencae leaving sand right-of-way North 01 '(17"_16", VNea 40.00 Beet to a me -bar (w/cap) seat on
1ha northern right-of-way of Waten Street; thlence North (IFI°52'24" East 216.99 feet to a calculated
point; thancae North 88°_`12'24" Hast 27.12 fiaeat 10 a caalaulatod point; thlenice North 'I'MIT 116" East
111.68 Beet to a calculated point; thlenice South FIFM V-30" West 51.12 foot Ica an existing inon
pipe; theancae North 00"34'41" Hast 87.87 % at la the point and plaae of begindng, being
Conservation Basement 'Bract "B" Nhasea 11 A dkin Bnanchl as shown on Al at Book
Imo, , Pagea3b�;-?10 and caonitainiing 3.115 acmes.

"'ATTACHMENT B"
Tnacit " C I" Bhase 1 A dkin Bnanchl
Being that certain i caonisanaa3tioni caseimenit fbn thle North Carolina Ecicasyl:alem Bnhanc timent
Hrcagrarn located in the City of Kilmton, Ilarioir County, North Carcalinia, lyling belmeein Caswell
Streel and HollowaM Drive along Adkin Brianah and being mora parlicular'lyl dei:iaribeid as:
Beginning at an existing Giron pipa lypng on the southern riighl-of�wayl of Caswell Stneaat, said hor.i
Having N.C. Grid Coandinaileas N: -`152,658.46 and E: 3;428,1145.67 (NAD 83); tHenaea frarr said
inon leaving said right-of-way South (10"03'39" East 1(1(1.18 feert tca a ra-bai (w)lcap) set; ilhan
South 89`23'06" Wust :1.(10 feert to an existing irons pipei (w/cap'; thenice Sauth 89'221'06" Weist
65.74 fMet to a calcaulated poirt; thenicea Southl 34"44'=16" East 16.57 fMet to a calculated point;
thlenic a Souith 70046'4( " Basel 42.'x8 fiaut to ca culatad point; thenico South 100 1TI 8" Wost 8.41
feet to a iie-bar (w/cape) set; thlencei South 7903510" East _`14.33 fMet to a na-bar (w/ear) .iat;
thenico South 70046'46" East 78.57 feet to an eixiting iron pipes on the weasl arra right-of�wayl of S.
Cyprerss Street; thanaa along said right-of-way South 1S1°46'01" Wast 1(12.47 feet to as re -bar
(1w/aap) seat; thence across S. Cypress Stneeal South 63"111'50" East `10.7:1 to a ne-bar (w/cap) set
an thea eaastarni riighil-of 4way S. Cypreass Streaeat; thenaea alonig said right-of-way Noah 19"46''01"
Ba:at 49.67 feet tca an eaxisting :iron pipe; Chance leaving said righlt-of-wayl South 70019'28" East
100.(1(1 feiet to an existing ircan pips; thunaa Scaualh 1S1°42'11' West 34.36 ftaat it a ars existing ircan
pipa; tHearice Southl 7093'06" Basil 99.89 f6at to an eaNislling iron pipea on thea weastearn right -of way
of S. Rlochlella Bou'. eavard; thar.icae with said riighl-caf4wa3l South ] 9°-`I 1' 111" WeA 3(.72 f6at to a
na-bar (w/caap) seat; theancae aaros:a S. l kacahellu Boulevard Sauth 61'5'1 "41"' East _`19.8:1 feet to a re -
bar (w/cap) set on the eastern right-of-way of S RlocHealle Boulevard; theancaa with said right -ofd
way Ncarlh 1SI051' 11" Ea:al 1137.35 feed to a nes-bar (w/caap) seat; thlenice alor.ig the soulharn edge of
a 3(I foot (City ofl Kinston; sanitary seweii eaasearr eant South 49007'17" Bast 2((.OSI feet to a re -bar
(wilcap) seat; thence with said easement Sauth 49'(17'17" East 13.44 feat to a calculated point;
thenaa witH said Baas iment South 49"(17'29" East (1.99 f6at to a na-bar (w/cape) sat; theancae with
:acid easemeanll South 419"07'29" East 2511.:12 feet la a caalaulated point; theanaa South 49020'54"
East 26.28 fbat to a aalculaled poinl; tharice with saiad easement South 49"2(1'_`14" East 17(1.89
feet to a ne-bar (w/cap) set; thearice leaavinig said easemant Ncarth 12041'34" Bast 183.21 f6at tca a
iia -bar (w/aap) set; theancia Southl ( 3°l (19" Basil 1 ] 1.:16 feed on the weasteam rigHt-of-way of S.
Doven Stneaert la a nes-bar Ijw/call; seat; thane South 63"(16'11 " East 19.83 fb at to a caalculated poilvl
in thea middla of S. Dover Stneeal; lhar.icae South 19034'29" West 206.9=1 feaet to a res -ban (w/cap) sel
can thea soutlhlerni edges of a 30' ClitM cafe Kilni:alon saniilarS sewer easement; thar.icae withl said
aasement South 88`50'49" East 3(18.(9 feat to a rea-ban (w/cap; set; theanca with said easemant
South 98`3'_`12" EaA 26.:12 f6at to a re -bar (w/cap) seat; lhlance leaving salad easement North
1999'50" East 125.27 feet to a iia -bar (wilcap) set; thenica South 73"22'09" Ba:at 24(.31 feel to a
rei-ban (w/cap) set; thanau South 151°43' 91" Wast 18158 feert to a ra-bar (w/clap) set; thlenea South
98"551'92" East 30.87 ftaet to a res -ban (w/cap) set; thanu Southl 38022'27" East 93.79 feel to a ne-
bar (w/cap) sat; thencea Sauth 0404_`1'07' West 14.73 fhet to a rie-bar (1w/aal) set; thencae South

48°34'30" Wast 13.97 feed to a iie-bar (w/ciapl) sert; thenaei South 41°25'30" East 20.00 feed to a
re-bar Ilw/aapl) set; thenca Northl 4FI°34'3(1" East 118.72 feeil to a rice-bar (w/cap) set; thenca North
19°4 TI 4" Easll 219.SIO facit to a re-bar (w�apl) mit; thcncia North 218°2121' 27" West 85.98 feed to a
re-bar (w/ciapl) seit thenice North 119°43'52" East 114.1fI feiet to a res-ban (w/ciapl) ,reit; thenice South
32°351'210" East 152.06 fl;icrt to a rie-bar (w/ciapl) seit; thence South 49°21'219" Weisl 101.58 fecit to a
re-bar (w/cap; set on tha southerni eidge cifI a City of Kinston ,iciwcir easerrieir.it; thenca with said
ciasciment Southl 38°22'27" East 109.21:1 fMet to a rie-bar (lw/ciapl) seit; tHeinice lluaving said ciascimenit
Northl 76°3('517" Ba;ft 3851.27 feed to a tie-bar (w/aapl; scat; theinice NortH 12°41'01", Hast 64.221 fMet
to a rei-bar (w/ciapl) scil; thenicci Northl 355115'31" Elam 218.21 flieit to a rci-bar (w/cap) set; thence
Northl 34°48'219" East 1103.51 fcicit to a rci-ban (w/cap) seit; thenuei North 14 °44'_`1-1" Hast 81.32
faeit to a rei-ban (w/ciapl) seit; theinice Northl 42°34'210" Basl 85.23 Rieit la a rie-bar (ww/ciapl) seit;
1Iheince Northl 21°02'06" East 1127.92 feet to a na-ban (w/capl) set; thlenice Narth 68°46'40" East
151.(13 fMet to a re-bar (wiciapl) ,icit on the southern right-of-way cifI C cedar Lane; theinice with said
riighl-of-way Southl 69°13'3(1" East 70.42 feet to a calloulawd point al the intersection of the
southern riighlt-of-way oft Ccidar Bane and tha western night-of-way of Bynum Boulevard; thlanice
with said wastarn riight-of-way cifl Elynum Boulevard South 2736'08" West 39.93 feed to a
cialuulatcid point; thence South 214°SISI' 518" West 44.53 fecit to a calciulatad point; thenice South
20°23'fl4" Wast `_18.61 feet to a calculated point; thlencci South 151°0814" Wast 60.75 fbet to a
cialaulakid ploinit; thence Southl (1998'_`121" West 62.88 fecit to a caciciulatad ploir.it; thlenice South
0-7411151" Wast 60.89 f6cit to a calculated paint; thencci South 00°16'511" East 321.421 feel to a
cialaulatcid plaint; thancia South 01°43'05" Hast 811.67 feet to an existing iron pNipti; thencti leavinpl
said righlt-of-way South 88°212'21" Wast 1(SI.30 feel to an existing ra-bar; thenuci Narth
09°50'21(" West 2(1.4(1 flriet to a cialcullated point; thence Southl 4FI°44'51(" Weist 10.1.86 Rieit to a
cialuulatac point; 1Ihencie South 37°5(1'_`11" Wcist 119.88 feet to a calculaled point; theiriee South
217010'43" East 13`_1.34 fhet to a rei-bar (w/cap) sell on thlci wtistarn right-of way of Holloway
Drive; thencie with said right-oft way South 51°32'24" West 121.20 feel to a calculal& point;
llheince South 4(°101'211" West 75.00 feiet to a calculated point; thtncie Southl 35°25'10" Wast
( _`l.(I1 feat to an existing iron pipci; thcncie South 25°215'08" Wcist 7(1.32 feel to an exi,,tinig rci-bar;
tY ance South 30°31' 09" Wast 451.70 fecal to a re-bar (w/cap) sell; thtncia :Iciaving said night-of-way
Northl 69°212' 511 " West 2(10.0(1 fiiat to a re-bar (w)�apl) ,icit; thencia South 20°37'OSI" NMcial 30.00
fMet to a re-bar (w/cap) sel; thtncia South 69°22'51"East 300.(1(1 feet to a re-bar (w/cap) sel ori tha
western right-of-way of Ho1:1oway Driiva; thenice with said riiplhl-of; way Southl 2(1°37'(ISI" Wast
144.3(1 fecit to an axisting iron pipe; thancia South 20°38'02" NMe;ft 91.18 fMet to a calculateid
poinl; thenciu Southl 2(1° 38' 02" West 48.90 feel to an eixistinig ru-bar; thenca South 2(I°43'51_`1"
'Weird 79.82 fl:iet to an cixisting rei-ban; tharice South 20°212'24" 'Weist 3110.28 fecit to an existing ra-
bar; ilhar.ice Southl 20°24'03" West 60.(121 feiet to an axistinig re-bar; thencci South 20°19'50" Wast
(0.02 feed to an existing rcrbar; thenica South 65°514'214" Wcist 37.62 feiet to a calculaileid point al
lha irvleiiisciction of the westerns righlt-of-way oflHol:lovway Driivei and tha northarn riighll-•c&way of
Lincoln Streell; thencie with said northcim righlt-of-way (Linucln Street) Narth 68°17'29" West
37.64 fMet to an existing ru-bar; thenca North 3SP21' 151" Wasil 30.34 fecit to an cixistir.ipl rci-bar;
thenicci leaving sand riigW-cuf--wary North 02°(1SI'46" Hart 19.05 feel) to a ra- bar (lw/ciapl; scil; thtncie
North 83507'(1(1"' West 102.46 fciat to a rci-ban (w/ciapl) seat an 1ha ciasilarni edge oflai 30 foot C,q of
Kinston sanitary sewar easement; thenca witH said easement North (13°48'34" East 3210.37 flet to
a ra-ban (w/cap) scil; 1Ihencie Northl 13°3(1'21" East 147.76 feet to a rci-ban (w/ciapl) set; thencia

leaving said eiaseuneinit North 86'411'W' West 1I 251.68 feet to an axisting icon piper thencaa North
(14°41' 51(1" East 111 S .29 faet to a rei-bwi (w/ciapl) seat on the siciutharn right-cif-wa}l of 'LIhinei Streiat;
theinicti North 04'411'5(1" East 5(1.48 feel tci a i ea-ban (w/cap) seat; tI einicie South 82°27':16" East
146.E 1 feet to a re-bar (w/cap) set on the eaastern eidgei of a 30 focal City ciflKinstor sianitaryl sawcar
eaasament; thenicca with .laid easement North) 01°17'07" East 332.32 feet tca a ra-bar (wlciapl) seat;
thlanicti leavirq said eiaseimant North 87°11'(17" West 80.72 feet to a calculated point; thleinice
North 02'46'06" Hast 14(1.33 f6et to a re-bar 11whiapl) set; their.icie North 8711'(17" Weisl 76.(10
f6cit to a ra-baii (wlciapl) siert on thea eastern riighl-c&wa31 of South Myrtla Avenues; thlenaa with said
right-of�way Northl 02146'06" East 11.31 feel to a cal caulatad plcair.it; thancae leaavinig said righh-cafe
way North 43°14'051" Wast 24.21 feet to a res-bar (w/caap) seat; thlenicea North (19°55'31" East
4 7.91 ftaet to a re-bar (w/aaapl] set; thlence North) 48°34'30" East 114.94 feet to a calciulalad point;
11.1anicea North 41°25'30" Wlesat 20.00 f6et to a calculalead ploint; thenicea South 4894'3(1" West
:1LS51 to a caaleulated point; thlence Mouth 4(1°]15'2SI" West 11.18 feet to a re-bar (w/caapi) sieat;
thleance Northl 71"10'09" West ]I :17.29 feet tca a ra-ban (w/(iap) stet; thar.cae North 02°49'34" East
27.13 feet to a re-bar (w/cap) set; thlence North 87°30'26" Wast 99.518 ftaat to a caul caulatead point,
111anice North 02°49'34" East 6.4`_1 feet to a tie-bar (w/caap) sat; thenice North 1('114'42" West
40.74 haat to a re-bar (w/cap) seat; thenaa North 87°04'27" Wast 42.51:1 feel Ica a ma-ban (w/(iap)
set; theancae Northl 03"06'37" Heist 79.03 feat to a ra-ban (w/capj) set; thenaea North 88"119'33" West
46.SI7 faeat to a re-bar (w/cap) sieat; thencaa South M'113'04" Wast 37.:10 feet tca a res-bar (w/cap)
set; 111anice Scauth 68°09'08" West 37.73 ftaet to a res-Ilan (w/cap) .ieat; thence Mirth 73°41' 519"
Weast 30.1-12 f6et to a ro-tar (w/caapi) set; thenaea Ncarth 83°'114'08" West 32.39 feet to a me-bar
(w/capl] set; thencea North) 87 110' 17" )Me.at 89.91 feet to a tie-bar (w/caap) set; thencaa Scauth
_`199('26" )Me.at 37.37 feaet Ica a tie-bar (w)lcap) set; thence South 04°49'0(" )blah 27.911 feet to a
res-bar (wlcaap) seat; thericae South 84°]12'517" /west 33.60 feat to a tie-tsar (w/capj) set; thenca North
83°151"-16" Wlesat 42.04 feaet tca a tie-Isar (w)lcap) sat; thence North 42'34'1:1" Wlesat 46.311 feeat to a
re-bar (w/clap) sat; theancae Scauth (12°54'43" West 77.92 ftaat to a me-bar (w/cap) set; thlenaa North
87°(I51' 17" Wast 125.00 ftaet to an existing irons pliple on the eastern right-of-ways of South
Douglas Street; thenaa with) said night-of4ayl North 02°_`14'43" East 251.29 feet to the inteiseactican
of lhea easteam right-of4way of South DIou�llas Straet and the niorthern right-of-wadi cif East Bright
Streel; lhear.ice with said northern right-of-wary of East Briight Streeat North 89°00'30" West 22.10
feeat to a res-ban (wlcaapj) sant; lhear.icae leaaving said right-of-ways North 00°29'28" East 1251.15 feel to
a re-bar (w/(iap) stet; thenen North 8S1"00'3G' )Measl 100.(10 feel to an axisting iron pliple; lhearice
North 0(1°29'28" East 2_`19.39 feeat to a tie-bar (w/cap) set; theanice Ncarth 71'20'54" Wcast 1"12.T1
feeat to a re-bar (w/cap) set; thencaa North 870014'58" Wlesal _`14.`_10 ftiet to a iia-ban (w/cap) seat;
thancae North 02"02'05" Hast 142.8( feel to caalaulatad paint; lhewiae North 019"32'58" )last 27.42
fecal to a cialaulated point; thencaea North 68°37'_`12" Wast 27.43 feert to a aalculaled poinit; lhance
Ncatill 76"`_14'42" Wast 108.514 feaet to a callcaulatad point; thlenice South 19°(14'35" )Ma.it 90.00 f6d
to a caalaulated pcainl; theancaea North) 66°2_`1'25" Wast 109.00 feat Ica a caalaulaated paint; theaniee
Ncarlh 59°10'25" Wast 8S1.99 feet to a calaulatad poinit; thlenice South (I1°34'35" Wiest 102.02 ftiet
to a cialaulated pjoint; theancaea North 42°11']16" West 1137.01 f6et to a me-bar (w/cap) set; lheanice
Ncarlh 02°0_`1'44" East (6.81 feaet to a ra-ban (w)lcapj) set; thenaea North 20°18'04" West 63.37 ftaet
to a re-bar (1w/aap; seat; thlenice North 1(°37'2(" Wast 81.13 fhat to a calculalad poinl; lhaniae
Soulll 72°45'04" West 110(1.49 feet to a re-bar (w/cap] set; thlence Northl 24°57'37" West 116.8_`1
to a existing ircan pipea; thlenice Northl Oa°21' 17" West 139.15 feel to an existing ircan pipja on thle

southum right-of-way ofl Claswell Straut- thenica with said night-cifwuay Narth 8T23'44" East
18(1.16 feat to the point and place of buginnin8 and buir8 Con servation Easement Tnaut "C"
Phase 1 Adkir.i Branuh as :ihowr an Alal Baold
Pa€lei _�I 63 - 31 C —and con taini ng 23.5E auras.

I I ARoz-h n po C'
a t
tem
PRCIGRpM
Ncmamblei 6„ 2009
Mr. Scott A. Stemens
City Manager„
PO Drawei 339
Kinstc n„ NIC 285a 2
Rlefeiencier 511onmwateir Sland Filteir BMP Mainilenanciei
I letter of U nder st andira g
Adkin BrancH Strleam Restloraticn
Deal i M>1. c. teviens
The NC Fccsylstem Enhan(emenit Nogram (NCEEP) and the City) cl
Kinston halve enteied intci Memiorandumi of Agileement (dated May 25, 2006) for
a restoration pi oject on Adkir Bi armh it Kim torn. The streami i estm ation d eisign
indudesi the construiction of nim (9; slicrmwatlen sand filter EWE. The Furpcise
of this letller of understanding) is to clarify said xesipcnsibilitias of the NCEEP and
the City of Kinston i elated to the stdrmwater BMPs. retails for maintenance and
r epah i esf onsibilities f or the BMP9 ane c ontainled in thea attached Storrmwuiter Sand
FilfE r Repair an d 1 U?i tenance Alan ,' 11ARRi A'V and inciorperateid Ileireinta.
The NCEEP will bel respc ns it le for the financial cee is of design and
ccnstrdationi wsc iateid with stermwateri BW -s- The NCEEF will also bel
responsible fox al co. -its associiaitleid with mcrOtcringl and maintaining) the physical
and b is ilogic ial asF ectI of the constructed storm w ater BMF s during) I& initial
one-year warranty pariod that begin upon acceptancia cl BMF construction tb j
NCEEF and ae NC Stater Construciticrn Officia, with review >dy thei City of
Kindton. NCEFT will alsei Flrcivide the Cityl with electronic ccipicsi of the

cionstruciticni As-Huitl Flans and wi]l cecrdinatc wiitb the Cityl on any repairs, if
r eeded, cc ndu cted during the warranty pe iriic d.
The City) cll.' Kimtcr will a:isume maintlenancia and repair tespcnsiblilityl
after the initial cne iyem warranty) p ez is d and c ncei both parties agree that the
Basic cionditiom cf this leittdr hamei been zneit. The Cityl will fellow guidelines
c utl ined in the attached StarmmaW S6n4 F ill ter Repo it and Maintenance Flan asi
developed in accc rdance with the Ne rth C arelina Divi` icn el Watei Quality
(DWQ) Silormmaler Hest Managemert Rradlces M Inuial (J�11 X1007) tc mcnitcr,
maintain, and reFair 11as necesisaryl) the ,itormwater HMPsi in midezi to ensures
pzicpei function as designed lot ai period cl 30 yeiam.
In summary, dire letter eistabllishesi a clear undeistarrdingl of financial and
mans genner t l z eispe nsiblili ties c f NCEEF and the City c f Kindton related to thea.
stciznnwiatlez BMPsi. Please sign and zeturn the attached " Wviewi cl I-Atten of
U nd eirstandin g" tk: NCEEF .
With Bests Negazdo,
)5,ll
Matic Reck&nwiald
W atershcd Manning and Project Implementaticn Directez
Cc: Krisltie C oz sen - HEP Pz oject Manager
Mmien Patrilckl - State Prof erty C ffice
Attachment-Exhiblibi A
2

AlEXHIBIT A'°
It
EEA Lettere of i:lnideistlanding
Adkin Hrianc h
E tzleam Hastlaration Projlecl
Kidstlan .
Stlormwatlen Sland Filter Repaui and Maintenance Plan
Intraiducti c ani
Thea Nc rth Carc ling Department of Envire runent and Natm al Resc urcesi
Ecesylsitmn Enhaneemnenil Prcigrlam (EEF) is conducting) a sbleam reslkinatlon
project on Adkin Hrarch in Kinslilon, NC. As part ed the resdlonatien plan, EEP is
also ccrstructing nine (9) .itlormwiatlem sand filter Beall Management) Practices
(thereinafter "BMFIs'°).
11his documcinll pzcmides additicnal alarificatloir and guidance tloi the City cd
Kinston for HMP maintenance and repair nelatEid to zestrlictionsa set icrth in the
Censervatloni Basement) decurnenll (h�zeinafler " Usemiene", to be execulled and
reaonded ini Ldneii Cc unt-A.
flgMase
The flurpc se el the, Pl an is to outline rminikutarce and repair resplonsibil ities and
requirements far the nine (9) sllormwtaller sand filllei BUMs ccrutruclled byl REPT as
pwit cif BWs stream resibriatien projecit.
Slkirmwiatler Sand Hilder BMP Responsiibility
HEP will bel resip c insiblEi f c r BMP maintenance & rep air c n the stic rmwvatem sand
filters durir g the initial cc nstruatic n warrantyl peric d. The warranty penia id will)
lasitl one yleam beginning upen ccmpletioin and accepilanee cl the HMP struatWEis
byl the State Construction Of Ice. Priori to acceptance of the BUT structures by
the State C c nstruc tion Office, EEP and thea C ityl will je iintlyl assess th a sl loran water
sand filller BMPs for comifIlliance with the appricwid cionstruaticn drawings and
specifieatic ins.
Sbty da)ls priori toi the end c the warrarityl period, the City of Kin, ton and EEF
will joindl)l a, sea s th a sl brmwater sand Tilt e -z EWs tic ems uz a th a sl lorm water sand
fillet HMP -.;i aaie functioning as designed. The C ityl cl Kimticn shall provide
writtiein ccmmentd cioncerning thea wisesszrent c thei atormwater sand filter HMPsi
within 10 tiusiness days of Eiach.joi it assessment. EHP will pzomide the C ityl c

Kindtor the as-ibluiltl drawings prison to the initial joist) asisesismentl, asi waeEI w any
revised as-blui t drawings, ii applicable.
Orce the City and EEP are in agreement that these cionditions are meat and the
BW s are fi eei el existing maintenance needs, asi outlined in Table 11.0 below, and
the cionstruction warranaty period has ended„ EBP will transfem resipcnsibilityl to
the Cityl in writing. The City) will asimnwi nesponsiblilliity for mainllenance and
repair of the BMPs within the Easement all than time.
S i Iormwater Sand Filter BMP Maintenance & Heapaia
The City will follow guidelines and regptirernent� outlined in the City"s micst
currenil version of this Sik rmiwa tier Sand Filile-I Maintez ante and Rlepahi Plan
as developed in aaccrdlance with the North Carolina Division el dater Quality
(DWQ) Stormuateir Flest A4anagemenit Rnictlus Manual (J�lyl 2007) ski micnitlazi,
maintain,arm airi (ass necessary) the sitormwzitkr BMPs to functioin pncipeiilyj as
designed.
Sple:cificallyl, maintenance arnd repair activities shall to pezfcirmed as necaessaryl
as follows. Anyj problems thatl are f ound shall bel riepaixed as socn as plc ssiiblea.
Com orcin Mainteananx a Issues
Sand filters should be inspected at leash once per mcnth,, and after anyl larige
stlerm events 11c: check icr damages. Theay must be maintainled as needed to
remcve visible surlace sedimerill accumulation, trash, debris,, and leaf linea tci
piievenl I the filtez fi lom (logging plrema turelyl. Sediment should b e cleaned out c i
the l c neblay/sedimentation chambelz when ill ac cumu] ates to a depth c f uric ize than
6 inches. Any structures (cutlet`, f Iowa diversions„ embankments,, eatc.; shoiu] d bel
cheack ed atl least annually l c r damage or degradation.
When the filtering caplacityl diminishes substaritiallyl (e.g.,, when water porids on
the surface icr more than 24 hours), remiedial acationsi must bel taken. One pcssitlle
pnobllern hi thatl colllectcr plipe sylatems caana tleceimea dogged. Annual flushing)
throw gli piple d e me uts hi rec commend ead tc i f acE it lal le unclogging c f the pipets
willhout disturbing thea filter area. Ii tl:e wailer still pcnds fon rnme than 24 hours,
the tc p few inches of material should bel removed and neaplaaead with filesli
matkrial. The removed sedimaentsl should bel disposaeid of in an aoceptalllle manner
(le.gl., landfill). If that does not sollve the pncbllemi„ more extensive rebuilding) is
inquired.

Inspeaticn and Mainteaiance Provision
Important main t levan ce pi oceduzesr.
• The drainage area will Me carefully managed to zeduice the sediment ]load
to the sand fillteir.
• Onset a year, stand rriedia will bel skimmled .
• The sand filter media will be repllaced whenever it fads to furcticn
props rlyl after macuumingl.
• The sand filter will bel in,, p ec t ed quariterly and writhin 24 he urs after every
stIc rm event greatlei than 1.0 inch.
• Recicz& cl inspection and maintenance wdll be kept in a knlown ,tet
locations and will be available upon request).
lnsipection activitiesi shall bel Flewformed ass folllows. Any Flrcblems that are found
shall bel repaired immediatlelyl.
'liable 1.(I
InsAec lion avid Mairitenariee Pruvisiioris for Sand llilters
Pctentilalproblems:
Hew to remiediate the proble=
Trasih/debris is
Remc ve the tz ash/ debris.
resent.
Se d imeni is piiesent
Sweep ori v acuum the sed imentl as sc on
on the pamemcmtl
wi F osslible.
surface.
Areas c f bare se it
Regrad a th a sc it if nec iessar y ib re move
and/er eiosiimu
the gu]ly, avid then plant) a ground cc ver
gullies have fcirmed.
and water until ill is esitatllislied.
Provide lime and a one-timle fertilizeii
application.
Vegetation is tlo c
Maintainl vegeta tic n at a heiglht c f
sihcA or toc long.
approximately six inchles.
THe strulctm a is
Unclo gl the con veylance an d di, pe se of
clogged.
any sediment) off -Ole.
Th a stru ctur a is
Make arry neaes teary replairs ori tepll ace U
damaiged.
damage iv tec laxgle fei nepairi.

Sediment ha,i
Sew chI feti thea murcc ci the sediment
accumulated to a
arld remed y the ptobllern if p ossiblle.
depth of grealler than
Remcve the sadiment and disp osei of it
siix inches,
in ai location where it willl nail ciause
impacts tc streams c r the BMF .
Erosion has occurred.
PAcmide add iticnal erosion protlection
such ih ass rein! c rc ieid turf matting I e r ri pi ap
if needed tc prevent fu tulle ei oisiic in
Problems.
Water is pcndingl on
ChecM to see ii the aollectlor sylsitiEirn is
thei surfaces f c r morel
c lc gg ed and flush) if neciessary. Ii wader
than 24 hours after a
shill F orids, remove the slop few imihes
storm.
cf filters bud media and rieplaciei. If wailed
still ponds, then consult an expert.
shrubs ori tileesi haute
Remcva shrubs and trcas immediiailelyl.
s itarl ed ]b grc w c n
the i err ba nkm entl.
The outflow pipe isi
Prcmide additional erosiicn protleation
clogged.
such as rein! c raetd turf mattinigI er ri pr ap
if neeided tc prement future erostic n
problems.
The eutflcNm pipe is
Repair c replace the pipe.
damn geed.
If there are questions regarding sand fillleri BNM maintenances after the warranty
Fletriod is cempllete,, ciortactl the NC Dimisiori of Wlatleri Quality 401 Oversiglht
Unit) alt 919-73?I-178E .