SW6210905_Stormwater Report_20210927

C lor�IT�I�����
RENTAL STORAGE
FAMAMONNIM
NC HW Y 27 W
SANFORD, NORTH CAROLINA
STORMWATER AND EROSION
CONTROL CALCULATIONS
JOB CODE: HCSS 1
30 JUN, 2021
71-1 1E]
REVISED:
10 16 SEP 2021
1o��L ""1/)/f
t,�t C A R i�ir
SEAT. �
34981
-.GIN •
010, aI010Im �l�h; �o> MulAh
THE SITE GROUP, PLLC
1111 OBERLIN ROAD
RALEIGH NC 27605 USA
Landscape Architects, Engineers
TELEPHONE [phone]
TELEFAX 919 839 2255

MEN
V1
Njp it N
�� ►
HCSS1
September 16, 2021
TABLE OF CONTENTS
• Executive Summary
• Wet Detention Basin Worksheet & Drainage Calculations
• Pre -Post Peak Runoff Model
• Erosion Control Calculations
• Rational Pipe Sizing Calculations
• Supporting Documentation
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

HCSS1
September 16, 2021
EXECUTIVE SUMMARY
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

September 16, 2021
Champion Court Rental
58 Buffalo Lake Road
Stormwater Executive Summary
Background
The project site includes a single tract of land with a total land area of 6.72 acres. The disturbed area of the
project is 5.00 acres. The property is zoned Commercial in Harnett County.
Stormwater Peak Flow Quality & Quantity
This project proposes a wet pond with forebay and littoral shelf to treat stormwater runoff quality. The first
flush volume is delivered into the forebay for sediment reduction.
This project is responsible for detaining the post develop runoff to predevelopment levels for the 1 year 24-
hour storm. We utilized the Hydraflow Hydrographs software to building pre- and post -development
drainage models and adjusted the size of the underground detention until we were able to detain the 1 year
storms to pre development levels. We have included analysis for the 2 year and 10 year storms, but this
information is not a requirement.
The chart below shows the results of our peak flow models, details for each hydrograph and routing details
can be found in this report.
Peak Runoff Summary (in CFS) * Peak runoff reduction only required for 1 year 24 hour storm.
Pre Development
Post Dev with Detention
Q1
Q10*
Q100*
13.11
28.76
46.26
7.879
34.83
52.54
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 1/3 919-839-2255 (f)

MEN
September 16, 2021
EROSION CONTROL SUMMARY
Erosion Control Summary
The site contains three drainage areas which drain to the northwester side of the property. Perimeter silt fencing will
prevent some outside water infiltration and maintain on -site erosion control. This site has been designed with silt fence
outlets which are spaced apart to convey about 0.5 acres of runoff each. Matting material will protect the diversion
ditches and the outlet channel downstream of the sediment basin and SCM. Per NCG01, all portions of the proposed
project must be stabilized within 7 days.
Methodology
Hydraflow Express Extension, as incorporated into the AutoCAD Civil 3D computer program, was used to conduct
hydrologic analysis of the diversion ditch. The rational method was used to compute flow to each storm inlet and
routed through the system to calculate flow rates, velocities, and shear stresses. This information was used to size the
outlet protection where stormwater leaves the site. For the ditches, we performed calculations using 2-year and 10-
year data to determine the various conditions for utilizing alternative matting material. Refer to the attached
calculations.
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 2/3 919-839-2255 (f)

MEN
September 17, 2021
The following standard practices will be used on the site:
6.01 Construction Sequence Schedule
It is the responsibility of the contractor to notify the LQS Inspector before and after construction takes place.
6.05 Tree Protection
Tree protection and combination tree protection / silt fence will be installed around the perimeter of the site to protect
trees from damage due to construction activities. Reinforced silt fence outlets will be installed at along the silt fence
line at points that remove 0.5 acres of potential runoff from the site.
6.06 Gravel Construction Entrance
A temporary gravel construction entrance will be installed to reduce removal of sediment from the site by construction
equipment.
6.10 Temporary Seeding
Temporary seeding will be used to stabilize any disturbed areas that will not be brought to final grade for a period of
more than 21 calendar in accordance with NPDES Construction Stormwater General Permit NCG010000.
6.11 Permanent Seeding
Permanent seeding will be used to stabilize disturbed areas once the site is brought to final grade.
6.17 Rolled Erosion Controlled Products
C350 will be used to stabilize soil in diversion ditches and roadway surfaces.
6.32 Slope Drain
Slope drains will be used to direct water diverted from off -site to the inlets and culverts.
6.41 Outlet Stabilization
Outlet stabilization will be provided with a rip -rap apron installed at each stormwater outfall point. Rip -rap dissipator
pads have been designed accordingly with calculations for each culvert attached.
6.83 Check Dams
If required, check dams will be spaced along all diversion ditches along the road to reduce erosion in the channel due
to the steepness of the site. They will be spaced 5 feet apart.
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 3/3 919-839-2255 (f)

MEN
V1
NjP it M
�� ►
HCSS1
September 16, 2021
WET DETENTION BASIN WORKSHEET & DRAINAGE CALCLUATIONS
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

NOAA Atlas 14, Volume 2, Version 3
Location name: Sanford, North Carolina, USA* Mt
Latitude: 35.3324°, Longitude:-79.046°
Elevation: 275.04 ft**
*source: ESRI Maps
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hourp
Duration
Average recurrence interval (years)
1
2
5
10
25
50
1 100
100
200
500
1000
5-min
5.20
(4.72-5.76)
6.13
(5.57-6.80)
7.13
(6.47-7.91)
7.86
(7.12-8.70)
8.72
(7.86-9.64)
9.31
(8.38-10.3)
9.88
(8.84-10.9)
10.4
(9.25-11.5)
11.0
(9.70-12.1)
11.4
(10.0-12.6)
4.15
4.90
5.71
6.29
6.95
7.42
7.85
8.24
8.69
9.02
10-min
(3.77-4.60)
(4.45-5.44)
(5.18-6.33)
(5.69-6.96)
(6.26-7.68)
(6.67-8.19)
(7.02-8.66)
(7.33-9.08)
(7.67-9.59)
(7.90-9.95)
3.46
4.10
4.81
5.30
5.87
6.26
6.62
6.93
7.30
7.55
15-min
(3.14-3.83)
(3.73-4.56)
(4.37-5.34) 11
(4.80-5.87)
(5.29-6.49)
(5.63-6.92)
(5.92-7.30)
(6.17-7.64)
(6.44-8.04)
(6.61-8.32)
2.37
2.84
3.42
3.84
4.35
4.72
5.07
5.39
5.81
6.11
30-min
(2.15-2.63)1
(2.58-3.15) 11
(3.10-3.79) 11
(3.48-4.25) 11
(3.92-4.80)
1 (4.24-5.21)
1 (4.53-5.59)
1 (4.80-5.95)
1 (5.12-6.40)
1 (5.35-6.74)
1.48
1.78
2.19
2.50
2.90
3.20
3.49
3.78
4.17
4.46
60-min
(1.34-1.64) 1
1 (1.99-2.43) 11
(2.27-2.77) 11
(2.61-3.20)
1 (2.87-3.53)
1 (3.12-3.85)
1 (3.37-4.1 7)
1 (3.67-4.59)
1 (3.91-4.92)
0.867
1.05
1.31
1.51
1.78
1.98
2.19
2.40
2.68
2.90
2-hr
(0.780-0.972)
(0.946-1.18) 1
1 (1.59-1.99)
(1.76-2.22)
1 (1.93-2.44)
1 (2.11-2.68)
1 (2.33-2.99)
1 (2.50-3.23)
0.614
0.743
0.932
1.08
119
1.45
1.62
1.80
2.04
2.24
3-hr
(0.553-0.689)
(0.671-0.834)
(0.841-1.05)
(0.973-1.21) 11
(1.15-1.44)
1 (1.29-1.62)
1 (1.43-1.81)
1 (1.57-2.00)
1 (1.76-2.27)
1 (1.91-2.49)
0.367
0.444
0.558
0.649
0.774
0.876
F 0.982
1.09
1.25
1.37
6-hr
(0.334-0.407)
(0.404-0.492)
(0.507-0.618)
(0.588-0.718)
(0.696-0.855)
(0.782-0.966)
(0.869-1.08)
(0.958-1.20)
1 (1.08-1.37)
1 (1.17-1.51)
0.215
0.261
0.329
0.385
0.462
0.526
0.594
0.665
0.767
F 0.851
12-hr
(0.196-0.239)
(0.237-0.289)
(0.299-0.365)
(0.347-0.426)
(0.414-0.510)
(0.468-0.579)
(0.523-0.652)
(0.579-0.730)
(0.658-0.842)
(0.720-0.933)
0.127
0.154
0.194
0.226
0.270
0.305
0.341
0.379
0.430
0.471
24-hr
(0.118-0.138)
(0.143-0.166)
(0.180-0.210)
(0.209-0.244)
(0.249-0.291)
(0.280-0.329)
(0.313-0.368)
(0.346-0.408)
(0.391-0.464)
(0.427-0.508)
0.074
0.089
0.112
0.130
0.154
0.174
0.194
0.215
0.243
0.266
2-day
(0.069-0.080)
(0.083-0.096)
(0.104-0.121)
(0.120-0.140)
(0.142-0.166)
(0.160-0.187)
(0.178-0.208)
(0.196-0.231)
(0.221-0.262)
(0.241-0.287)
0.052
0.063
0.079
0.091
0.108
0.121
0.135
0.149
0.169
0.184
3-day
(0.049-0.056)
(0.059-0.068)
(0.073-0.084)
(0.084-0.097)
(0.100-0.115)
(0.112-0.130)
(0.124-0.145)
(0.137-0.160)
(0.154-0.181)
(0.167-0.198)
0.042
0.050
0.062
0.071
0.084
0.095
0.106
0.117
0.132
0.144
4-day
(0.039-0.044)
(0.047-0.053)
(0.058-0.066)
(0.066-0.076)
(0.078-0.090)
(0.088-0.101)
(0.097-0.113)
(0.107-0.125)
(0.120-0.141)
(0.131-0.154)
0.027
0.033
0.040
0.046
0.054
0.060
0.067
0.074
0.083
0.090
7-day
(0.026-0.029)
(0.031-0.035)
(0.037-0.043)
(0.043-0.049)
(0.050-0.058)
(0.056-0.065)
(0.062-0.072)
(0.068-0.079)
(0.076-0.089)
(0.082-0.097)
0.022
0.026
0.031
0.036
0.041
0.046
0.050
0.055
0.061
0.066
10-day
(0.021-0.023)
(0.025-0.028)
(0.030-0.033)
(0.033-0.038)
(0.039-0.044)
(0.043-0.049)
(0.047-0.054)
(0.051-0.059)
(0.056-0.065)
(0.061-0.071)
0.015
0.017
0.021
0.023
0.027
0.029
0.032
0.035
0.039
0.041
20-day
(0.014-0.016)
(0.016-0.019)
(0.019-0.022)
(0.022-0.025)
(0.025-0.028)
(0.027-0.031)
(0.030-0.034)
(0.032-0.037)
(0.036-0.041)
(0.038-0.044)
0.012
0.014
0.017
0.019
0.021
0.023
0.025
0.027
0.029
0.031
30-day
(0.012-0.013)
(0.014-0.015)
(0.016-0.018)
(0.018-0.020)
(0.020-0.022)
(0.021-0.024)
(0.023-0.026)
(0.025-0.028)
(0.027-0.031)
(0.029-0.033)
0.010
0.012
0.014
0.015
0.017
0.018
0.020
0.021
0.023
0.024
45-day
(0.010-0.011)
(0.011-0.013)
(0.013-0.015)
(0.014-0.016)
(0.016-0.018)
(0.017-0.019)
(0.019-0.021)
(0.020-0.022)
(0.021-0.024)
(0.022-0.026)
0.009
0.011
0.012
0.013
0.015
0.016
0.017
0.018
0.019
0.020
60-day
(0.009-0.010)
(0.010-0.011)
(0.012-0.013)
(0.013-0.014)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.021)
(0.019-0.022)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

1161616I6161
10.000
C
41
1.000
C
GJ
a-�
C
0 001
100.000
e
0100
4.1
49
0.010
PD5-based intensity -duration -frequency (IDF) curves
Latitude: 35.3324', Longitude:-79.0460'
I I I I I I I I I T I I I I I I I
t t Jr t L N N O r{4 N rq rq rq N rq N Alb N rV A q O O O Ln O
rl r-I rn w r-I ry rn v Ln
Duration
0.001 i I I I I I I
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created {GMT}: Wed May 5 20:41:35 2021
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
{years}
— 1
2
— 5
— 14
— 25
54
100
200
500
1000
Duration
— 6-min —
2-day
— 14-min —
3-day
15-min —
4-dmy
— 34-min —
7-day
— 60-min —
10-day
— 2fir —
20-day
— 3-hr —
30-day
— Sfir —
45-day
— 12-hr —
60-day
24-Mr

scale terrain
Winston-Salem
• . UuIll anl
� Rc�cky�r..lo;r,,,
Greensboro Raleigh
TORTH CAROLINA I G
Charlotte Fayetteville
OILY
1001km wilmingwil Orrsla w
6 mi
Large scale map
P..ston-691eni Greensboro
purhtiaw Rocky Mcunt
F�aleigh
r1OOkm
GreenvillethinaFayetteville
Wilmington
Large scale aerial

Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions noaa.gov
Disclaimer

Drainage Area
Existing Drainage Area A
Area (SF)
Area (Ac)
CN
CN*Ac
Lawn, Fair
248,149
5.70
84
475.52
Gravel
0
0.00
91
0.00
Roof/Conc./Asphalt
0
0.00
98
0.00
Woods, Fair
12,788
0.29
79
23.19
Total
260,937
5.99
501.72
Weighted CN (unitless) = 84
Total Impervious Area (SF) = 0
Drainage Area
Existing Drainage Area B
Area (SF)
Area (Ac)
CN
CN*Ac
Lawn, Fair
0
0.00
84
0.00
Gravel
0
0.00
91
0.00
Roof/Conc./Asphalt
0
0.00
98
0.00
Woods, Fair
6,887
0.16
79
12.49
Total
6,887
0.16
12.49
Weighted CN (unitless) = 79
Total Impervious Area (SF) = 0
Drainage Area
Existing Drianage Area C
Area (SF)
Area (Ac)
CN
CN*Ac
Lawn, Fair
105,258
2.42
84
202.95
Gravel
0
0.00
91
0.00
Roof/Conc./Asphalt
16,352
0.35
98
36.56
Woods, Fair
0
0.00
79
0.00
Total
121,640
2.79
239.53
Weighted CN (unitless) = 86
Total Impervious Area (SF) = 16,352
SF Total = 389,464
Acres Total = 5.94
Drainage Area
Post Developed Area A
Area (SF)
Area (Ac)
CN
CN*Ac
Lawn, Fair
137,627
3.16
84
265.40
Gravel
84,871
1.95
91
177.30
Roof/Conc./Asphalt
60,450
1.39
98
136.07
Woods, Fair
0
0.00
79
0.00
Total
282,978
6.50
575.76
Weighted CN (unitless) = 89
Total Impervious Area (SF) = 145,351
Drainage Area
Post Developed Area A Bypass
Area (SF)
Area (Ac)
CN
CN*Ac
Lawn, Fair
15,292
0.42
84
35.27
Gravel
0
0.00
91
0.00
Roof/Conc./Asphalt
0
0.00
98
0.00
Woods, Fair
0
0.00
79
0.00
Total
15,292
0.42
35.27
Weighted CN (unitless) = 84
Total Impervious Area (SF) = 0

MEN
`- HCSS1
14-Sep-21
ENIN131"I
SCM #1 - WETPOND SIZING CALCULATIONS
(Drainage Area A)
Area (Ac.)
Total Impervious Landcover: 3.400
Total Drainage Area (DA): 6.500
Percent of Impervious in Drainage Area (1): 52%
Calculate the required storage volume (Rv) for the 1" first flush storm event:
Rv = 0.05 + (0.009) * Where I = Percent of impervious from above.
Rv = 0.518
Calculate the required drainage volume from the 1" storm to be controlled:
WQV = (design rainfall)(Rv)(Drainage Area)
WQv=3600*Rd*Rv*A
Required WQV =
12,222
C.F.
Provided WQV =
1 12,539
C.F.
Calculate the Wet Pond Dimensions:
Elev.
Tot. Inc. SA Forebay
Mainpool
FB Inc. Vol.
MP Inc. Vol.
Disc.
Inc. Vol.
Total Vol.
269
13649 3139
10510
2971
9946
Top of Pond
12918
65719
268
12186 2803
9383
2641
8842
Emergency
11483
52801
267
10779 2479
8300
2324
7780
Principal
10104
41319
266
9428 2168
7260
2020
6762
WQV
8782
31215
265
8135 1871
6264
864
2893
A -top shelf
3757
22434
264.5
6894 1586
5308
677
2423
A -perm pool
3101
18677
264
5508 1124
4384
1004
4076
A-bot shelf
5080
15576
263
4651 884
3767
778
3473
4251
10497
262
3851 672
3179
581
2899
3480
6246
261
3108 489
2619
412
2354
Sed Cleanout
2766
2766
260
2424 335
2089
0
0
Bottom
0
0
3452 15225
23% Forebayto Main Pool Volume
18,677 V-perm pool
12,539 V-water quality pool
Ave Depth Calcs
Davg with shelf
3.52 d-ave
Davg w/o shelf
3.69 d-ave (use greater)
Ave Depth
3.69 3.5 (rounded down
to nearest 05)
SA/DA
1.69
Required SA
4,785 S.F.
Provided SA
I 6,894
S.F.
The Site Group, PLLC [phone] (0)
1111 Oberlin Road [phone] (F)
Raleigh, NC 27605 www.thesitegroup.net

ORIFICE CALCULATIONS
SCM #1 HCSS1
9/17/2021
Size of Orifice 1.75 in
Cd = 0.6
A = 0.016703 sf
G = 32.2 ft/sec2
H = 0.75 ft
Volume = 12222 cf
Q = 0.069649
Time = 175479.7 sec
Time = 2.031015 days
Q=Cd*A*SQRT(2*G*H)
Time= Vol/Q
*assume average head of 9"

MEN
V1
Njp it E
�� ►
PRE -POST PEAK RUNOFF MODEL
HCSS1
September 16, 2021
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

Hydrograph Return Period Recap raflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2021
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1 -yr
2-yr
3-yr
5-yr
1 0-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
0.301
0.417
-------
-------
0.731
-------
-------
1.234
PRE-B
2
SCS Runoff
------
13.11
17.48
-------
-------
28.76
-------
-------
46.26
PRE -A
3
SCS Runoff
------
6.696
8.777
-------
-------
14.07
-------
-------
22.22
PRE-C
5
SCS Runoff
------
20.46
26.09
-------
-------
40.15
-------
-------
61.49
Post -A
6
SCS Runoff
------
1.073
1.424
-------
-------
2.326
-------
-------
3.720
Post -A Bypass
7
Reservoir
5
7.410
14.02
-------
-------
33.04
-------
-------
49.72
Post -A to Wetpond
8
Combine
6,7
7.879
14.73
-------
-------
34.83
-------
-------
52.54
Treated + Post -A Bypass
Proj. file: HCSS1-PRE & POST.gpw
Friday, 09 17 / 2021

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3DO by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.301
2
720
690
------
------
------
PRE-B
2
SCS Runoff
13.11
2
720
34,000
------
------
------
PRE -A
3
SCS Runoff
6.696
2
720
17,363
------
------
------
PRE-C
5
SCS Runoff
20.46
2
716
42,025
------
------
------
Post -A
6
SCS Runoff
1.073
2
716
2,167
------
------
------
Post -A Bypass
7
Reservoir
7.410
2
724
41,643
5
266.67
19,274
Post -A toWetpond
8
Combine
7.879
2
722
43,810
6,7
------
------
Treated + Post -A Bypass
HCSS1-PRE & POST.gpw
Return Period: 1 Year
Friday, 09 / 17 / 2021

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021
Friday, 09 / 17 / 2021
Hyd. No. 1
PRE-B
Hydrograph type
= SCS Runoff
Peak discharge
= 0.301 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 690 cuft
Drainage area
= 0.160 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 8.20 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
PRE-B
Hyd. No. 1 -- 1 Year
0 2 4 6 8 10 12 14
Hyd No. 1
Q (cfs)

4
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021
Hyd. No. 1
PRE-B
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.800
0.011
0.011
Flow length (ft)
= 38.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 11.00
0.00
0.00
Travel Time (min)
= 8.22 +
0.00 +
0.00 =
8.22
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope (%)
= 0.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
=0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
8.20 min

I-
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021
Friday, 09 / 17 / 2021
Hyd. No. 2
PRE -A
Hydrograph type
= SCS Runoff
Peak discharge
= 13.11 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 34,000 cuft
Drainage area
= 5.990 ac
Curve number
= 84*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 11.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.980 x 30) + (4.010 x 48)] / 5.990
Q (cfs)
14.00
12.00
10.00
: M
. Me
4.00
2.00
PRE -A
Hyd. No. 2 -- 1 Year
Q (cfs)
14.00
12.00
10.00
. We
4.00
2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021
Hyd. No. 2
PRE -A
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 50.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.70
0.00
0.00
Land slope (%)
= 3.00
0.00
0.00
Travel Time (min)
= 6.48 +
0.00 +
0.00 =
6.48
Shallow Concentrated Flow
Flow length (ft)
= 932.00
0.00
0.00
Watercourse slope (%)
= 4.50
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.42
0.00
0.00
Travel Time (min)
= 4.54 +
0.00 +
0.00 =
4.54
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
11.00 min

I
M
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021
Friday, 09 / 17 / 2021
Hyd. No. 3
PRE-C
Hydrograph type
= SCS Runoff
Peak discharge
= 6.696 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 17,363 cuft
Drainage area
= 2.790 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 13.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.400 x 98) + (2.390 x 61)] / 2.790
Q (cfs)
7.00
. 11
5.00
4.00
3.00
2.00
1.00
PRE-C
Hyd. No. 3 -- 1 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1
-1- ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 3 Time (hrs)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021
Hyd. No. 3
PRE-C
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 50.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.70
0.00
0.00
Land slope (%)
= 2.70
0.00
0.00
Travel Time (min)
= 6.76 +
0.00 +
0.00 =
6.76
Shallow Concentrated Flow
Flow length (ft)
= 871.00
70.00
0.00
Watercourse slope (%)
= 2.40
2.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.50
2.87
0.00
Travel Time (min)
= 5.81 +
0.41 +
0.00 =
6.21
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
13.00 min

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021
Friday, 09 / 17 / 2021
Hyd. No. 5
Post -A
Hydrograph type
= SCS Runoff
Peak discharge
= 20.46 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 42,025 cuft
Drainage area
= 6.500 ac
Curve number
= 89*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 5.40 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(3.750 x 98) + (0.681 x 74)] / 6.500
Q (cfs)
21.00
18.00
15.00
12.00
3.00
0.00
0.0 2.0 4.0
— Hyd No. 5
6.0
Post -A
Hyd. No. 5 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
• us
3.00
' 0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

10
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021
Hyd. No. 5
Post -A
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.011
0.011
0.011
Flow length (ft)
= 50.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.70
0.00
0.00
Land slope (%)
= 1.80
0.00
0.00
Travel Time (min)
= 0.68 +
0.00 +
0.00 =
0.68
Shallow Concentrated Flow
Flow length (ft)
= 496.00
0.00
0.00
Watercourse slope (%)
= 1.80
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.16
0.00
0.00
Travel Time (min)
= 3.82 +
0.00 +
0.00 =
3.82
Channel Flow
X sectional flow area (sqft)
= 1.23
0.00
0.00
Wetted perimeter (ft)
= 3.93
0.00
0.00
Channel slope (%)
= 0.80
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=4.08
0.00
0.00
Flow length (ft)
({0})212.0
0.0
0.0
Travel Time (min)
= 0.87 +
0.00 +
0.00 =
0.87
Total Travel Time, Tc..............................................................................
5.40 min

Hydrograph Report
11
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021
Hyd. No. 6
Post -A Bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 0.420 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.00 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post -A Bypass
Hyd. No. 6 -- 1 Year
Friday, 09 / 17 / 2021
= 1.073 cfs
= 11.93 hrs
= 2,167 cuft
= 84
= 0 ft
= 5.00 min
= Type II
= 484
2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 6
Q (cfs)
2.00
1.00
0.00
26
Time (hrs)

12
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021
Friday, 09 / 17 / 2021
Hyd. No. 7
Post -A to Wetpond
Hydrograph type
= Reservoir
Peak discharge
= 7.410 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 41,643 cuft
Inflow hyd. No.
= 5 - Post -A
Max. Elevation
= 266.67 ft
Reservoir name
= Wetpond
Max. Storage
= 19,274 cuft
Storage Indication method used.
Q (cfs)
21.00
18.00
15.00
12.00
3.00
0.00 ' 11
0 4 8
— Hyd No. 7
Post -A to Wetpond
Hyd. No. 7 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
• us
3.00
0.00
12 16 20 24 28 32 36 40 44
Time (hrs)
— Hyd No. 5 ® Total storage used = 19,274 cult

Pond Report
13
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2021
Pond No. 1 - Wetpond
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 264.50 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
264.50
0.50
265.00
1.50
266.00
2.50
267.00
3.50
268.00
4.50
269.00
Contour area (sqft)
6,894
8,135
9,428
10,779
12,186
13,649
Incr. Storage (cuft)
0
3,753
8,773
10,095
11,474
12,909
Total storage (cuft)
0
3,753
12,525
22,620
34,094
47,004
Friday, 09 / 17 / 2021
Culvert / Orifice Structures
[A]
Rise (in) = 30.00
Span (in) = 30.00
No. Barrels = 1
Invert El. (ft) = 263.00
Length (ft) = 67.00
Slope (%) = 2.20
N-Value = .013
Orifice Coeff. = 0.60
Multi -Stage = n/a
[B] [C] [PrFRsr]
1.75 Inactive Inactive
1.75 0.00 0.00
1 1 0
264.50 0.00 0.00
0.00 0.00 0.00
0.00 0.00 n/a
.013 .013 n/a
0.60 0.60 0.60
Yes Yes No
Weir Structures
[A] [B]
Crest Len (ft) = 11.50 4.00
Crest El. (ft) = 267.00 266.00
WeirCoeff. = 3.33 3.33
Weir Type = Rect Rect
Multi -Stage = Yes Yes
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
[C] [D]
20.00 Inactive
267.75 0.00
3.33 3.33
Broad ---
No No
Note: Culvert/Orifice
outflows are analyzed
under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage
/ Discharge
Table
Stage
Storage Elevation
CIvA
CIvB CIvC
PrfRsr WrA
WrB
WrC
WrD
ExfiI User Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs
cfs cfs cfs
0.00
0
264.50
0.00
0.00 ---
--- 0.00
0.00
0.00
---
--- --- 0.000
0.05
375
264.55
12.86 is
0.00 is ---
--- 0.00
0.00
0.00
---
--- --- 0.004
0.10
751
264.60
12.86 is
0.01 is ---
--- 0.00
0.00
0.00
---
--- --- 0.013
0.15
1,126
264.65
12.86 is
0.02 is ---
--- 0.00
0.00
0.00
---
--- --- 0.022
0.20
1,501
264.70
12.86 is
0.03 is ---
--- 0.00
0.00
0.00
---
--- --- 0.029
0.25
1,876
264.75
12.86 is
0.03 is ---
--- 0.00
0.00
0.00
---
--- --- 0.034
0.30
2,252
264.80
12.86 is
0.04 is ---
--- 0.00
0.00
0.00
---
--- --- 0.038
0.35
2,627
264.85
12.86 is
0.04 is ---
--- 0.00
0.00
0.00
---
--- --- 0.042
0.40
3,002
264.90
12.86 is
0.05 is ---
--- 0.00
0.00
0.00
---
--- --- 0.046
0.45
3,377
264.95
12.86 is
0.05 is ---
--- 0.00
0.00
0.00
---
--- --- 0.049
0.50
3,753
265.00
12.86 is
0.05 is ---
--- 0.00
0.00
0.00
---
--- --- 0.053
0.60
4,630
265.10
12.86 is
0.06 is ---
--- 0.00
0.00
0.00
---
--- --- 0.058
0.70
5,507
265.20
12.86 is
0.06 is ---
--- 0.00
0.00
0.00
---
--- --- 0.064
0.80
6,384
265.30
12.86 is
0.07 is ---
--- 0.00
0.00
0.00
---
--- --- 0.069
0.90
7,262
265.40
12.86 is
0.07 is ---
--- 0.00
0.00
0.00
---
--- --- 0.073
1.00
8,139
265.50
12.86 is
0.08 is ---
--- 0.00
0.00
0.00
---
--- --- 0.077
1.10
9,016
265.60
12.86 is
0.08 is ---
--- 0.00
0.00
0.00
---
--- --- 0.081
1.20
9,893
265.70
12.86 is
0.09 is ---
--- 0.00
0.00
0.00
---
--- --- 0.085
1.30
10,771
265.80
12.86 is
0.09 is ---
--- 0.00
0.00
0.00
---
--- --- 0.089
1.40
11,648
265.90
12.86 is
0.09 is ---
--- 0.00
0.00
0.00
---
--- --- 0.093
1.50
12,525
266.00
12.86 is
0.10 is ---
--- 0.00
0.00
0.00
---
--- --- 0.096
1.60
13,535
266.10
12.86 is
0.10 is ---
--- 0.00
0.42
0.00
---
--- --- 0.521
1.70
14,544
266.20
12.86 is
0.10 is ---
--- 0.00
1.19
0.00
---
--- --- 1.294
1.80
15,554
266.30
12.86 is
0.11 is ---
--- 0.00
2.19
0.00
---
--- --- 2.294
1.90
16,563
266.40
12.86 is
0.11 is ---
--- 0.00
3.37
0.00
---
--- --- 3.478
2.00
17,573
266.50
12.86 is
0.11 is ---
--- 0.00
4.71
0.00
---
--- --- 4.821
2.10
18,582
266.60
12.86 is
0.11 is ---
--- 0.00
6.19
0.00
---
--- --- 6.305
2.20
19,592
266.70
12.86 is
0.12 is ---
--- 0.00
7.80
0.00
---
--- --- 7.919
2.30
20,601
266.80
12.86 is
0.12 is ---
--- 0.00
9.53
0.00
---
--- --- 9.651
2.40
21,611
266.90
12.86 is
0.12 is ---
--- 0.00
11.37
0.00
---
--- --- 11.50
2.50
22,620
267.00
13.63 is
0.13 is ---
--- 0.00
13.32
0.00
---
--- --- 13.45
2.60
23,768
267.10
16.70 is
0.12 is ---
--- 1.21
15.37
0.00
---
--- --- 16.70
2.70
24,915
267.20
21.09 is
0.12 is ---
--- 3.43
17.51
0.00
---
--- --- 21.05
2.80
26,062
267.30
26.15 is
0.11 is ---
--- 6.29
19.74
0.00
---
--- --- 26.14
2.90
27,210
267.40
31.77 is
0.09 is ---
--- 9.69
21.99 s
0.00
---
--- --- 31.77
3.00
28,357
267.50
35.84 is
0.08 is ---
--- 13.54
22.22 s
0.00
---
--- --- 35.84
3.10
29,505
267.60
38.96 is
0.06 is ---
--- 17.80
21.10 s
0.00
---
--- --- 38.96
Continues on next page...

14
Wetpond
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
ft
cuft
ft
cfs
3.20
30,652
267.70
40.87 is
3.30
31,800
267.80
42.22 is
3.40
32,947
267.90
43.33 is
3.50
34,094
268.00
44.29 is
3.60
35,385
268.10
45.16 is
3.70
36,676
268.20
45.96 is
3.80
37,967
268.30
46.71 is
3.90
39,258
268.40
47.42 is
4.00
40,549
268.50
48.09 is
4.10
41,840
268.60
48.74 is
4.20
43,131
268.70
49.37 is
4.30
44,422
268.80
49.99 is
4.40
45,713
268.90
50.59 is
4.50
47,004
269.00
51.17 is
... End
Clv B Clv C
cfs cfs
0.05 is ---
0.05 is ---
0.04 is ---
0.04 is ---
0.04 is ---
0.03 is ---
0.03 is ---
0.03 is ---
0.03 is ---
0.02 is ---
0.02 is ---
0.02 is ---
0.02 is ---
0.02 is ---
PrfRsr WrA
WrB
WrC
cfs cfs
cfs
cfs
--- 20.56 s
20.26 s
0.00
--- 22.37 s
19.80 s
0.74
--- 23.84 s
19.44 s
3.87
--- 25.10 s
19.15 s
8.32
--- 26.21 s
18.91 s
13.79
--- 27.20 s
18.72 s
20.11
--- 28.11 s
18.56 s
27.16
--- 28.95 s
18.43 s
34.90
--- 29.72 s
18.33 s
43.26
--- 30.47 s
18.25 s
52.19
--- 31.15 s
18.18 s
61.67
--- 31.82 s
18.14 s
71.66
--- 32.45 s
18.11 s
82.14
--- 33.06 s
18.09 s
93.08
Wr D ExfiI User Total
cfs cfs cfs cfs
--- --- --- 40.87
--- --- --- 42.96
--- --- --- 47.20
--- --- --- 52.62
--- --- --- 58.95
--- --- --- 66.07
--- --- --- 73.87
--- --- --- 82.31
--- --- --- 91.33
--- --- --- 100.93
--- --- --- 111.02
--- --- --- 121.63
--- --- --- 132.72
--- --- --- 144.25

15
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2021
Friday, 09 / 17 / 2021
Hyd. No. 8
Treated + Post -A Bypass
Hydrograph type =
Combine
Peak discharge
= 7.879 cfs
Storm frequency =
1 yrs
Time to peak
= 12.03 hrs
Time interval =
2 min
Hyd. volume
= 43,810 cuft
Inflow hyds. =
6, 7
Contrib. drain. area
= 0.420 ac
Treated + Post -A Bypass
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40
Time (hrs)
— Hyd No. 8 - Hyd No. 6 Hyd No. 7

MEN
V1
NjP it M
�� ►
EROSION CONTROL CALCULATIONS
HCSS1
September 16, 2021
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

Project: HCSS1
Date: 6/29/2021
Physical Characteristics of Drainage Swale
Chan Bot
Width (ft)
Side
Slope
Side Slope
Length (ft)
Design
Depth (ft)
Channel
Area (sf)
Wetted
Perim., Pw (ft)
Hydraulic
Radius (ft)
Channel
I Slope (ft/ft)
1
2
4.5
2
10.0
9.94
1 1.01
1 0.016
Rational Equation for 2 year storm
Addition flow from upstream Swales
Total Flow (cfs)
Drainage
Q2
Upstream swale#
Upstream swale#
Upstream swale#
Intensity
Area
Discharge
I
-
-
-
I
C Factor
Inch/hr
Acres
Cfs
Flow cfs
Flow cfs
Flow cfs
0.65
6.13
5.88
23.43
0.00
0.00
0.00
23.43
Rational Equation for 10 year storm
Addition flow from upstream Swales
Total Flow (cfs)
Drainage
Q10
Upstream swale#
Upstream swale#
Upstream swale#
Intensity
Area
Discharge
-
-
-
C Factor
Inch/hr
Acres
(Cfs)
Flow (cfs)
Flow (cfs)
Flow (cfs)
0.65
1 7.86
1 5.88
30.04
0.00
0.00
0.00
30.04
Bare Soil
Material Recommended n Values for Flow Depth Permissible
-0.5 t 0.5-2.0 ft > 2.0 ft velocitiy (fps)
Bare Soil 0.023 0.02 0.02 2.00
Temporary Liners
*Material
Recommended n Values for Flow Depth
Allowable
Shear Stress Ib/sf
0.0.5 ft 0.5-2.0 ft > 2.0 ft
Unvegetated
0.055
0.028
0.021
1.55
S150
0.055
0.028
0.021
1.65
SC150
0.050
0.025
0.018
1.80
C125
0.022
0.018
0.014
2.25
C350
0.040
0.025
0.02
2.25
P300
0.034
0.024
0.02
2.00
Rip Rap Liners
Material
Recommended
n Values for
Flow Depth
Allowable
Shear Stress Ib/sf
0.0.5 ft
0.5-2.0 ft
> 2.0 ft
Class A
0.044
0.033
0.03
1.65
Class B
0.066
0.041
0.034
3.00
Class 1
0.104
0.069
0.035
4.50
Class 11
0,078
0.04
6.00
Notes: Spreadsheet works for trapezoidal channel only
Side slope = honz.Nert.
Needs input
Output taken from AutoCad's Trapezoidial Ditch Calculater
* The Material lists refers to North American Green products. Contractor
to use referenced material or approved equal.
Shear Stress, T= y*(d/12)*s
T = shear stress in lb/sq. ft.
y = unit weight of water, 62.4 lb/cu. ft.
d = flow depth in in.
s = channel slope in ft./ft.
Swale# 1
Bare Soil calculations (02)
Mannings
"Wi
Q
Allow.
AutoCad
Depth in
AutoCad
Velocity(fps)
Shear
Stress Ib/sf
0.020
94.59
13.3
6.56
1.11
Temporary liner calculations (Q2)
Mannings
"n"
Q
Allow.
AutoCad
Depth (in)
AutoCad
Velocity (fps)
Shear
Stress (Ib/sf)
0.041
46.14
18.1
3.86
1.51
Permanent liner calculations (Q10)
Mannings
..n..
Q
Allow.
AutoCad
Depth in
AutoCad
Velocity (fps)
Shear
Stress Ib/sf
0.030
63.06
17.6
5.19
1.47
Permanent Liners
Recommended n Values for Flow Depth
Allowable
*Material
0.0.5 ft
0.5-2.0 ft
> 2.0 ft
Shear Stress Ib/sf
Vegetated
C350 Phase 2
0.044
0.044
0.044
4.50
C300 Phase 2
0.044
0.044
0.044
4.00
C350 Phase 3
0.049
0.049
0.049
8.00
P300 Phase 3
0.049
0.049
0.049
8.00
Permanent Liners
Recommended n Values
Permissible
Material
velociti (fps)
Grass Mixture
1 0.030
5.00
Selected Temporary Liner: RIP RAP CLASS B
Selected Permanent Liner: GRASS MIXTURE
HCSS1 Swale Liner Calculations.xls

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
*In NC assume 3 days to drain
15,902 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
2.5 Inch
1.2 Inch[es]
2.3 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Skimmer Sediment Basin Design Calculations
Basin 1
HCSS1
September 15, 2021
Composite
C Calculation
Land Use
"c" Value
Area (acres)
% Area
Weighted C
Graded
0.45
3.63
0.62
0.28
Pavement
0.95
0.00
0.00
Lawn
0.15
2.25
0.38
0.06
0.00
0.00
Total Area = 5.88
lComposite c
Peak Flow Q=CIA
C
0.34
1-10
7.50
A (acres)
5.88
Q-25(cfs)
14.78
Calculated Dimensions
Minimum Surface Area Required(acre)
A = 435 sf per cfs of Q25
Min. Area 0.15 acres
6,430 sf
Minimum Storage Volume Required (cf)
V = 1800 ft3 / acre drainage
Min. Volume 10,584 cf
Provided Dimensions
Surface Area Provided(acre)
0.16 acres
6,894 sf
Storage Volume Provided (cf)
15,902 cf
By: SVO
Time of Concentration Tc=((L^3/H)^0.385)/128
L=
1010 feet
H=
31 feet
Tc=
6.15 minutes MINIMUM
1-10=
7.5

MEN
V1
Njp it M
�� ►
The SITE Group
1111 Oberlin Road
Raleigh NC 27605
HCSS1
September 16, 2021
RATIONAL PIPE SIZING CALCULATIONS
919-832-6658 (o)
919-839-2255 (f)

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
13
Outfall
Project File: HCSS1_STRM_SEWERS.stm
Number of lines: 15 1 Date: 9/20/2021
Storm Sewers v2021.00

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M
(ft)
(in)
(n)
(K)
(ft)
1
End
60.871
70.346
MH
0.00
0.00
0.00
0.0
263.00
1.18
263.72
24
Cir
0.013
0.95
271.96
Pipe - (1)
2
1
70.675
-69.570
DrGrt
0.00
0.51
0.61
5.0
263.72
1.49
264.77
24
Cir
0.013
1.50
272.50
Pipe - (2)
3
2
129.020
-0.039
DrGrt
0.00
1.11
0.53
5.0
264.77
0.91
265.95
24
Cir
0.013
1.50
273.35
Pipe - (7)
4
3
105.126
0.001
DrGrt
0.00
0.59
0.56
5.0
265.95
0.77
266.76
24
Cir
0.013
1.50
274.50
Pipe - (10)
5
4
120.187
-0.121
DrGrt
0.00
0.69
0.57
5.0
267.26
0.77
268.19
18
Cir
0.013
1.50
275.85
Pipe - (13)
6
5
77.921
-89.910
DrGrt
0.00
0.27
0.85
5.0
268.19
1.00
268.97
18
Cir
0.013
0.50
275.80
Pipe - (14)
7
6
126.079
-0.010
DrGrt
0.00
0.30
0.85
5.0
269.22
0.99
270.47
15
Cir
0.013
1.00
275.80
Pipe - (15)
8
4
78.153
-89.969
DrGrt
0.00
0.28
0.85
5.0
267.26
0.47
267.63
18
Cir
0.013
0.50
274.30
Pipe - (11)
9
8
125.910
-0.022
DrGrt
0.00
0.35
0.85
5.0
267.88
1.23
269.43
15
Cir
0.013
1.00
274.30
Pipe - (12)
10
2
77.997
-89.825
DrGrt
0.00
0.42
0.85
5.0
265.12
0.85
265.78
18
Cir
0.013
0.50
272.30
Pipe - (3)
11
10
126.000
-0.255
DrGrt
0.00
0.39
0.85
5.0
266.03
0.61
266.80
15
Cir
0.013
0.50
272.30
Pipe - (4)
12
11
93.172
-0.872
Comb
0.00
0.10
0.85
5.0
266.80
0.63
267.39
15
Cir
0.013
1.50
271.89
Pipe - (5)
13
12
179.317
90.915
Comb
0.00
0.13
0.85
5.0
267.39
1.01
269.20
15
Cir
0.013
1.00
273.58
Pipe - (16)
14
3
78.090
-89.774
DrGrt
0.00
0.30
0.85
5.0
266.70
0.82
267.34
15
Cir
0.013
0.50
273.30
Pipe - (8)
15
14
126.000
-0.267
DrGrt
0.00
0.28
0.85
5.0
267.34
0.87
268.44
15
Cir
0.013
1.00
273.31
Pipe - (9)
Project File: HCSS1_STRM_SEWERS.stm
Number of lines: 15
Date: 9/20/2021
Storm Sewers v2021.00

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(in)
(ft)
1
JB#3
Manhole
271.96
Cir
4.00
4.00
24
Cir
263.72
24
Cir
263.72
2
YI#4
DropGrate
272.50
Rect
4.00
4.00
24
Cir
264.77
24
Cir
264.77
18
Cir
265.12
3
YI#8
DropGrate
273.35
Rect
4.00
4.00
24
Cir
265.95
24
Cir
265.95
15
Cir
266.70
4
YI#11
DropGrate
274.50
Rect
4.00
4.00
24
Cir
266.76
18
Cir
267.26
18
Cir
267.26
5
YI#14
DropGrate
275.85
Rect
4.00
4.00
18
Cir
268.19
18
Cir
268.19
6
YI#15
DropGrate
275.80
Rect
4.00
4.00
18
Cir
268.97
15
Cir
269.22
7
YI#16
DropGrate
275.80
Rect
4.00
4.00
15
Cir
270.47
8
YI#12
DropGrate
274.30
Rect
4.00
4.00
18
Cir
267.63
15
Cir
267.88
9
YI#13
DropGrate
274.30
Rect
4.00
4.00
15
Cir
269.43
10
YI#5
DropGrate
272.30
Rect
4.00
4.00
18
Cir
265.78
15
Cir
266.03
11
YI#6
DropGrate
272.30
Rect
4.00
4.00
15
Cir
266.80
15
Cir
266.80
12
CI#7
Combination
271.89
Rect
4.00
4.00
15
Cir
267.39
15
Cir
267.39
13
CI#17
Combination
273.58
Rect
4.00
4.00
15
Cir
269.20
14
YI#9
DropGrate
273.30
Rect
4.00
4.00
15
Cir
267.34
15
Cir
267.34
15
YI#10
DropGrate
273.31
Rect
4.00
4.00
15
Cir
268.44
Project File: HCSS1_STRM_SEWERS.stm
Number of Structures: 15
HRunate: 9/20/2021
Storm Sewers v2021.00

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
M
(ft)
(ft)
(ft)
(ft)
No.
1
Pipe - (1)
24.31
24
Cir
60.871
263.00
263.72
1.183
264.87
265.46
n/a
265.46 j
End
Manhole
2
Pipe - (2)
24.42
24
Cir
70.675
263.72
264.77
1.486
265.46
266.52
1.64
266.52
1
DropGrate
3
Pipe - (7)
19.62
24
Cir
129.020
264.77
265.95
0.915
266.52
267.54
n/a
267.54 j
2
DropGrate
4
Pipe - (10)
12.32
24
Cir
105.126
265.95
266.76
0.771
267.54
268.02
n/a
268.02 j
3
DropGrate
5
Pipe - (13)
6.34
18
Cir
120.187
267.26
268.19
0.774
268.17
269.16
0.64
269.16
4
DropGrate
6
Pipe - (14)
3.59
18
Cir
77.921
268.19
268.97
1.001
269.16
269.69
n/a
269.69 j
5
DropGrate
7
Pipe - (15)
2.00
15
Cir
126.079
269.22
270.47
0.991
269.70
271.03
0.22
271.03
6
DropGrate
8
Pipe - (11)
4.00
18
Cir
78.153
267.26
267.63
0.473
268.02
268.18
0.14
268.32
4
DropGrate
9
Pipe - (12)
2.34
15
Cir
125.910
267.88
269.43
1.231
268.37
270.04
0.24
270.04
8
DropGrate
10
Pipe - (3)
5.44
18
Cir
77.997
265.12
265.78
0.846
266.52
266.68
n/a
266.68 j
2
DropGrate
11
Pipe - (4)
3.32
15
Cir
126.000
266.03
266.80
0.611
266.77
267.54
n/a
267.69 j
10
DropGrate
12
Pipe - (5)
1.29
15
Cir
93.172
266.80
267.39
0.633
267.69
267.84
n/a
267.84 j
11
Combination
13
Pipe - (16)
0.87
15
Cir
179.317
267.39
269.20
1.009
267.84
269.57
n/a
269.57 j
12
Combination
14
Pipe - (8)
3.64
15
Cir
78.090
266.70
267.34
0.820
267.54
268.11
n/a
268.11 j
3
DropGrate
15
Pipe - (9)
1.87
15
Cir
126.000
267.34
268.44
0.873
268.11
268.98
n/a
268.98 j
14
DropGrate
Project File. HCSS1_STRM_SEWERS.stm
Number of lines: 15
Run Date: 9/20/2021
NOTES: Return period = 10 Yrs. ; j - Line contains hyd. jump.
Storm Sewers v2021.00

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vol
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
60.871
0.00
5.72
0.00
0.00
4.02
0.0
11.7
6.0
24.31
24.60
8.16
24
1.18
263.00
263.72
264.87
265.46
265.75
271.96
Pipe - (1)
2
1
70.675
0.51
5.72
0.61
0.31
4.02
5.0
11.6
6.1
24.42
27.57
8.40
24
1.49
263.72
264.77
265.46
266.52
271.96
272.50
Pipe - (2)
3
2
129.020
1.11
4.17
0.53
0.59
2.83
5.0
7.9
6.9
19.62
21.63
7.03
24
0.91
264.77
265.95
266.52
267.54
272.50
273.35
Pipe - (7)
4
3
105.126
0.59
2.48
0.56
0.33
1.74
5.0
7.4
7.1
12.32
19.85
5.25
24
0.77
265.95
266.76
267.54
268.02
273.35
274.50
Pipe - (10)
5
4
120.187
0.69
1.26
0.57
0.39
0.88
5.0
6.9
7.2
6.34
9.24
5.43
18
0.77
267.26
268.19
268.17
269.16
274.50
275.85
Pipe - (13)
6
5
77.921
0.27
0.57
0.85
0.23
0.48
5.0
6.3
7.4
3.59
10.51
3.61
18
1.00
268.19
268.97
269.16
269.69
275.85
275.80
Pipe - (14)
7
6
126.079
0.30
0.30
0.85
0.26
0.26
5.0
5.0
7.9
2.00
6.43
4.18
15
0.99
269.22
270.47
269.70
271.03
275.80
275.80
Pipe - (15)
8
4
78.153
0.28
0.63
0.85
0.24
0.54
5.0
6.1
7.5
4.00
7.23
3.67
18
0.47
267.26
267.63
268.02
268.18
274.50
274.30
Pipe - (11)
9
8
125.910
0.35
0.35
0.85
0.30
0.30
5.0
5.0
7.9
2.34
7.16
4.57
15
1.23
267.88
269.43
268.37
270.04
274.30
274.30
Pipe - (12)
10
2
77.997
0.42
1.04
0.85
0.36
0.88
5.0
11.2
6.2
5.44
9.66
4.05
18
0.85
265.12
265.78
266.52
266.68
272.50
272.30
Pipe - (3)
11
10
126.000
0.39
0.62
0.85
0.33
0.53
5.0
10.5
6.3
3.32
5.05
4.39
15
0.61
266.03
266.80
266.77
267.54
272.30
272.30
Pipe - (4)
12
11
93.172
0.10
0.23
0.85
0.09
0.20
5.0
9.2
6.6
1.29
5.14
2.32
15
0.63
266.80
267.39
267.69
267.84
272.30
271.89
Pipe - (5)
13
12
179.317
0.13
0.13
0.85
0.11
0.11
5.0
5.0
7.9
0.87
6.49
2.55
15
1.01
267.39
269.20
267.84
269.57
271.89
273.58
Pipe - (16)
14
3
78.090
0.30
0.58
0.85
0.26
0.49
5.0
6.4
7.4
3.64
5.85
4.37
15
0.82
266.70
267.34
267.54
268.11
273.35
273.30
Pipe - (8)
15
14
126.000
0.28
0.28
0.85
0.24
0.24
5.0
5.0
7.9
1.87
6.03
3.00
15
0.87
267.34
268.44
268.11
268.98
273.30
273.31
Pipe - (9)
Project File. HCSS1_STRM_SEWERS.stm
Number of lines: 15
Run Date: 9/20/2021
NOTES:Intensity = 77.00 / (Inlet time + 12.30) ^ 0.80; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v2021.00

Inlet Report
Page 1
Line
Inlet ID
Q =
Q
Q
Q
June
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
1
JB#3
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
2
YI#4
2.44
0.00
2.44
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.00
0.020
0.020
0.000
0.22
23.79
0.22
23.79
0.0
Off
3
YI#8
4.62
0.00
4.62
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.00
0.020
0.020
0.000
0.33
35.33
0.33
35.33
0.0
Off
4
YI#11
2.60
0.00
2.60
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.00
0.020
0.020
0.000
0.23
24.68
0.23
24.68
0.0
Off
5
YI#14
3.09
0.00
3.09
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.00
0.020
0.020
0.000
0.25
27.48
0.25
27.48
0.0
Off
6
YI#15
1.80
0.00
1.80
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.00
0.020
0.020
0.000
0.18
19.79
0.18
19.79
0.0
Off
7
YI#16
2.00
0.00
2.00
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.00
0.020
0.020
0.000
0.19
21.08
0.19
21.08
0.0
Off
8
YI#12
1.87
0.00
1.87
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.00
0.020
0.020
0.000
0.18
20.23
0.18
20.23
0.0
ff
9
YI#13
2.34
0.00
2.34
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.00
0.020
0.020
0.000
0.21
23.15
0.21
23.15
0.0
Off
10
YI#5
2.80
0.00
2.80
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.00
0.020
0.020
0.000
0.24
25.89
0.24
25.89
0.0
Off
11
YI#6
2.60
0.00
2.60
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.00
0.020
0.020
0.000
0.23
24.73
0.23
24.73
0.0
ff
12
CI#7
0.67
0.00
0.67
0.00
Comb
6.0
3.00
6.00
3.00
2.00
Sag
2.00
0.050
0.020
0.000
0.09
1.91
0.25
1.91
2.0
Off
13
CI#17
0.87
0.00
0.79
0.08
Comb
6.0
1.50
0.00
3.00
2.00
0.026
2.00
0.050
0.020
0.013
0.15
4.28
0.23
1.21
2.0
Off
14
YI#9
2.00
0.00
2.00
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.00
0.020
0.020
0.000
0.19
21.08
0.19
21.08
0.0
ff
15
Y1#10
1.87
0.00
1.87
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.00
0.020
0.020
0.000
0.18
20.23
0.18
20.23
0.0
Off
Project File: HCSS1_STRM_SEWERS.stm TNumber
of lines. 15
Run Date: 9/20/2021
NOTES: Inlet N-Values = 0.016; Intensity = 77.00 / (Inlet time + 12.30) ^ 0.80; Return period = 10 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v2021.00

FL -DOT Report
Page 1
Line
To
Type
n -
Len
Drainage Area
Time
Time
Inten
Total
Add
Inlet
Elev of HGL
Rise
HGL
ADD
Date: 9/20/2021
No
Line
of
Value
of
of
(1)
CA
Q
elev
C1 = 0.2
Elev of Crown
Span
Pipe
Full Flow
Frequency: 10 yrs
struc
cone
Flow
C2 = 0.5
in
Total
Elev of Invert
Proj: HCSS1_STRM_SE
C3 = 0.9
sect
Flow
Incre-
Sub-
Sum
Q
Up
Down
Fall
Size
Slope
Vel
Cap
ment
Total
CA
(ft)
(ac)
(ac)
(min)
(min)
(in/hr)
(cfs)
(ft)
(ft)
(ft)
(ft)
(in)
(%)
(ft/s)
(cfs)
Line description
1
End
MH
0.013
60.871
0.00
0.00
0.00
11.69
0.12
6.05
4.02
0.00
271.96
265.46
264.87
0.59
24
0.97
8.16
24.31
Pipe - (1)
0.00
0.00
0.00
24.31
265.72
265.00
24
1.18
7.83
24.60
0.00
0.00
0.00
263.72
263.00
0.72
Cir
2
1
DrGrt
0.013
70.675
0.00
0.00
0.00
11.55
0.13
6.07
4.02
0.00
272.50
266.52
265.46
1.05
24
1.49
8.40
24.42
Pipe - (2)
0.00
0.00
0.00
24.42
266.77
265.72
24
1.49
8.78
27.57
0.00
0.00
0.00
264.77
263.72
1.05
Cir
3
2
DrGrt
0.013
129.02
0.00
0.00
0.00
7.88
0.34
6.94
2.83
0.00
273.35
267.54
266.52
1.03
24
0.79
7.03
19.62
Pipe - (7)
0.00
0.00
0.00
19.62
267.95
266.77
24
0.91
6.89
21.63
0.00
0.00
0.00
265.95
264.77
1.18
Cir
4
3
DrGrt
0.013
105.12
5 0.00
0.00
0.00
7.45
0.43
7.07
1.74
0.00
274.50
268.02
267.54
0.48
24
0.46
5.25
12.32
Pipe - (10)
0.00
0.00
0.00
12.32
268.76
267.95
24
0.77
6.32
19.85
0.00
0.00
0.00
266.76
265.95
0.81
Cir
5
4
DrGrt
0.013
120.18
0.00
0.00
0.00
6.91
0.54
7.22
0.88
0.00
275.85
269.16
268.17
0.99
18
0.82
5.43
6.34
Pipe - (13)
0.00
0.00
0.00
6.34
269.69
268.76
18
0.77
5.23
9.24
0.00
0.00
0.00
268.19
267.26
0.93
Cir
6
5
DrGrt
0.013
77.921
0.00
0.00
0.00
6.29
0.62
7.42
0.48
0.00
275.80
269.69
269.16
0.53
18
0.68
3.61
3.59
Pipe - (14)
0.00
0.00
0.00
3.59
270.47
269.69
18
1.00
5.95
10.51
0.00
0.00
0.00
268.97
268.19
0.78
Cir
7
6
DrGrt
0.013
126.07
0.00
0.00
0.00
5.00
1.29
7.86
0.26
0.00
275.80
271.03
269.70
1.33
15
1.06
4.18
2.00
Pipe - (15)
0.00
0.00
0.00
2.00
271.72
270.47
15
0.99
5.24
6.43
0.00
0.00
0.00
270.47
269.22
1.25
Cir
8
4
DrGrt
0.013
78.153
0.00
0.00
0.00
6.10
0.56
7.48
0.54
0.00
274.30
268.18
268.02
0.16
18
0.20
3.67
4.00
Pipe - (11)
0.00
0.00
0.00
4.00
269.13
268.76
18
0.47
4.09
7.23
0.00
0.00
0.00
267.63
267.26
0.37
Cir
9
8
DrGrt
0.013
125.91
0.00
0.00
0.00
5.00
1.10
7.86
0.30
0.00
274.30
270.04
268.37
1.67
15
1.33
4.57
2.34
Pipe - (12)
0.00
0.00
0.00
2.34
270.68
269.13
15
1.23
5.84
7.16
0.00
0.00
0.00
269.43
267.88
1.55
Cir
10
2
DrGrt
0.013
77.997
0.00
0.00
0.00
11.19
0.36
6.15
0.88
0.00
272.30
266.68
266.52
0.16
18
0.21
4.05
5.44
Pipe - (3)
0.00
0.00
0.00
5.44
267.28
266.62
18
0.85
5.47
9.66
0.00
0.00
0.00
265.78
265.12
0.66
Cir
NOTES: Intensity = 77.00 / (Inlet time + 12.30) 10.80 (in/hr) Time of flow in section is based on full flow. Project File: HCSS1_STRM_SEWERS.stm
Storm Sewers v2021.00

FL -DOT Report
Page 2
Line
To
Type
n -
Len
Drainage Area
Time
Time
Inten
Total
Add
Inlet
Elev of HGL
Rise
HGL
ADD
Date: 9/20/2021
No
Line
of
Value
of
of
(1)
CA
Q
elev
C1 = 0.2
Elev of Crown
Span
Pipe
Full Flow
Frequency: 10 yrs
struc
cone
Flow
C2 = 0.5
in
Total
Elev of Invert
Proj: HCSS1_STRM_SE
C3 = 0.9
sect
Flow
Incre-
Sub-
Sum
Q
Up
Down
Fall
Size
Slope
Vel
Cap
ment
Total
CA
(ft)
(ac)
(ac)
(min)
(min)
(in/hr)
(cfs)
(ft)
(ft)
(ft)
(ft)
(in)
(%)
(ft/s)
(cfs)
Line description
11
10
DrGrt
0.013
126.00
0.00
0.00
0.00
10.52
0.67
6.29
0.53
0.00
272.30
267.54
266.77
0.77
15
0.61
4.39
3.32
Pipe - (4)
0.00
0.00
0.00
3.32
268.05
267.28
15
0.61
4.11
5.05
0.00
0.00
0.00
266.80
266.03
0.77
Cir
12
11
Comb
0.013
93.172
0.00
0.00
0.00
9.22
1.30
6.60
0.20
0.00
271.89
267.84
267.69
0.15
15
0.16
2.32
1.29
Pipe - (5)
0.00
0.00
0.00
1.29
268.64
268.05
15
0.63
4.19
5.14
0.00
0.00
0.00
267.39
266.80
0.59
Cir
13
12
Comb
0.013
179.31
0.00
0.00
0.00
5.00
4.22
7.86
0.11
0.00
273.58
269.57
267.84
1.73
15
0.96
2.55
0.87
Pipe - (16)
0.00
0.00
0.00
0.87
270.45
268.64
15
1.01
5.29
6.49
0.00
0.00
0.00
269.20
267.39
1.81
Cir
14
3
DrGrt
0.013
78.090
0.00
0.00
0.00
6.38
0.43
7.39
0.49
0.00
273.30
268.11
267.54
0.57
15
0.73
4.37
3.64
Pipe - (8)
0.00
0.00
0.00
3.64
268.59
267.95
15
0.82
4.76
5.85
0.00
0.00
0.00
267.34
266.70
0.64
Cir
15
14
DrGrt
0.013
126.00
0.00
0.00
0.00
5.00
1.38
7.86
0.24
0.00
273.31
268.98
268.11
0.87
15
0.69
3.00
1.87
Pipe - (9)
0.00
0.00
0.00
1.87
269.69
268.59
15
0.87
4.92
6.03
0.00
0.00
0.00
268.44
267.34
1.10
Cir
NOTES: Intensity = 77.00 / (Inlet time + 12.30) 10.80 (in/hr) Time of flow in section is based on full flow. Project File: HCSS1_STRM_SEWERS.stm
Storm Sewers v2021.00

Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sqft)
(ft/s)
(ft)
(ft)
(%)
(ft)
(ft)
(ft)
(ft)
(sgft)
(ft/s)
(ft)
(ft) (%)
(%)
(ft)
(K)
(ft)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
(21)
(22)
(23)
(24)
1
24
24.31
263.00
264.87
1.87
2.90
7.96
1.09
265.96
0.000
60.871
263.72
265.46 j
1.74**
2.90
8.37
1.09
266.55
0.000
0.000
n/a
0.95
n/a
2
24
24.42
263.72
265.46
1.74
2.90
8.41
1.10
266.56
0.000
70.675
264.77
266.52
1.75**
2.91
8.40
1.10
267.61
0.000
0.000
n/a
1.50
1.64
3
24
19.62
264.77
266.52
1.75
2.68
6.74
0.83
267.35
0.000
129.02
265.95
267.54 j
1.59**
2.68
7.32
0.83
268.37
0.000
0.000
n/a
1.50
n/a
4
24
12.32
265.95
267.54
1.59
2.09
4.60
0.54
268.08
0.000
105.12
5266.76
268.02 j
1.26**
2.09
5.91
0.54
268.56
0.000
0.000
n/a
1.50
0.81
5
18
6.34
267.26
268.17
0.91 *
1.13
5.63
0.43
268.60
0.000
120.18
1268.19
269.16
0.97**
1.21
5.23
0.43
269.59
0.000
0.000
n/a
1.50
0.64
6
18
3.59
268.19
269.16
0.97
0.84
2.96
0.28
269.45
0.000
77.921
268.97
269.69 j
0.72**
0.84
4.26
0.28
269.98
0.000
0.000
n/a
0.50
0.14
7
15
2.00
269.22
269.70
0.48*
0.43
4.63
0.22
269.92
0.000
126.07
270.47
271.03
0.56**
0.54
3.73
0.22
271.25
0.000
0.000
n/a
1.00
0.22
8
18
4.00
267.26
268.02
1.01
1.27
3.16
0.16
268.18
0.230
78.153
267.63
268.18
0.80
0.96
4.18
0.27
268.45
0.471
0.350
0.274
0.50
0.14
9
15
2.34
267.88
268.37
0.49*
0.45
5.22
0.24
268.61
0.000
125.91
269.43
270.04
0.61 **
0.60
3.92
0.24
270.28
0.000
0.000
n/a
1.00
0.24
10
18
5.44
265.12
266.52
1.40
1.10
3.17
0.38
266.89
0.000
77.997
265.78
266.68 j
0.90**
1.10
4.92
0.38
267.06
0.000
0.000
n/a
0.50
n/a
11
15
3.32
266.03
266.77
0.74*
0.75
4.39
0.30
267.07
0.611
126.00
266.80
267.54 j
0.74**
0.76
4.39
0.30
267.84
0.610
0.610
0.769
0.50
0.15
12
15
1.29
266.80
267.69
0.89
0.40
1.38
0.17
267.85
0.000
93.172
267.39
267.84 j
0.45**
0.40
3.26
0.17
268.00
0.000
0.000
n/a
1.50
0.25
13
15
0.87
267.39
267.84
0.45
0.30
2.20
0.13
267.97
0.000
179.31
1269.20
269.57 j
0.37**
0.30
2.91
0.13
269.70
0.000
0.000
n/a
1.00
n/a
14
15
3.64
266.70
267.54
0.84
0.79
4.15
0.33
267.87
0.000
78.090
267.34
268.11 j
0.77**
0.79
4.59
0.33
268.44
0.000
0.000
n/a
0.50
0.16
15
15
1.87
267.34
268.11
0.77
0.51
2.36
0.21
268.32
0.000
126.00
268.44
268.98 j
0.54**
0.51
3.65
0.21
269.19
0.000
0.000
n/a
1.00
0.21
Project File. HCSS1_STRM_SEWERS.stm
Number of lines: 15
Run Date: 9/20/2021
Notes: * depth assumed; ** Critical depth.; j-Line contains hyd. jump c = cir e = ellip b = box
Storm Sewers v2021.00

Hydraflow HGL Computation Procedure
Page 1
General Procedure:
Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream.
Col. 2 The line size. In the case of non -circular pipes, the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Col. 4 The elevation of the downstream invert.
Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 7 Cross -sectional area of the flow at the downstream end.
Col. 8 The velocity of the flow at the downstream end, (Col. 3 / Col. 7).
Col. 9 Velocity head (Velocity squared / 2g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 16 Cross -sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16).
Col. 18 Velocity head (Velocity squared / 2g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) .
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 211100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).

Storm Sewer Profile
Proj. file: HCSS1_STRM_SEWERS.stm
Elev. (ft)
284.00
279.00
1:5C
O T C
� O
O O
O N CO
O _ O
O W N
) -a LU
cnc7 C
J
r
00
CI
O
O
C/5
7
Q C
ONN
��t`
`-MM
NOO
NN
WWW
E j j
1� C: C:
C
J
V
�
�-
M
Cu
c5
O C
OrN
�f��
N4L6
NOO
NN
WWW
E
ECs
O
C
J
ItMI-O
�
O
O
N
Co
3
Q G
OCO CM
N CO
NOO
NN
WWW
E j j
Qf5=
E 7
J O C
000
V MWCo
LO 1-66
6 NMO
M NN
co WWW
6 E
CI) IrCs
N
E
J
r-
Co
N
�
U)
7
Q S
MMM
00MM
zr-- r
NOO
NN
WWW
Ol- C:C
C 7
J O
MO
Co �N
CD MO
00 NM
O N
co WW
cn IrS
284.00
279.00
274.00
274.00
-
269.00
-
---
-
269.00
---------
---------------
--------
_
179.31
-
----
------
264.00
259.00
264.00
259.00
o
0
50
HGL
100 150
EGL
200
250 300 350
Reach (ft)
400
450 500 550 600 650
Storm Sewers

Storm Sewer Profile
Proj. file: HCSS1_STRM_SEWERS.stm
Elev. (ft)
282.00
278.00
274.00
270.00
266.00
262.00
0
M
S E O.S O.S 0
1
��'�i��l
■ �■���
■ ���
.t�mTillfVL•'��
1�����1■�.—�rttG�
[.j L
25 50 75
- HGL EGL
282.00
278.00
274.00
270.00
266.00
262.00
100 125 150 175 200 225 250 275 300 325 350
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: HCSS1_STRM_SEWERS.stm
Elev. (ft)
283.00
279.00
275.00
271.00
267.00
263.00
0
CO M
7 C 7 C 5 C 7
O.S J O C J O S J O
11•`�ii�r�������
II�����
-�■II�at3Li11<iri-i�����������
25 50 75 100 125
HGL EGL
283.00
279.00
275.00
271.00
267.00
263.00
150 175 200 225 250 275 300 325
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: HCSS1_STRM_SEWERS.stm
Elev. (ft)
284.00
280.00
276.00
272.00
268.00
264.00
0
LO (D r-
7 C :5 C :5 C �
O C J O C J O C J O
25 50 75
- HGL EGL
M
IN
w
c
284.00
280.00
276.00
272.00
268.00
264.00
100 125 150 175 200 225 250 275 300 325
Reach (ft)
Storm Sewers

MEN
V1
Njp it E
�� ►
SUPPORTING DOCUMENTATION
HCSS1
September 16, 2021
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

I
3
I
5
C
0
SHALLOW CONCENTRATED FLOW f
POA C - , 871 FT
---------------
tEL
I! ! < \ 040
CD
0' II
�JI / EIP 8 r \ /
I N:576128.7230 N r- , I (
1 /
ELEV. 262.24' w N . I Cp
LLI
/ I �
I/ a \ DRAINAGE AREA C 4°
r--
/ AREA: 121,640
SF.
/2.79 AC. ^
0,
o
N J
I _
I
J CC
EIP N
SEWER/UTILITY EASEMENT N. 575943.3380 I
SS MANHOLE E.1986,75.3640 WM
PCA A SHALLOW CONCENTRATED FLOW J / I sEE PB 2007 PG 15 RIM: 270,95' ELEV: 271.39' P ~ II
/ I 932 FT ^ INV: 262.67' -! o
L
\ _ o l_ S-----ssSs�j. -sss
�J I \✓ r-� i 275-- ICE Nous I � /
^-277- I
I I I I III IIII 1I1 1\\ \ 2,5
POA B I I r l ^ �278 J I
DRAINAGE AREA A I I p
\� \ AREA: 260,937 SF.
/5.99 AC
-79
28
^I
1 I I Ex
/ 60' AT R/W
\ DRAINAGE AREA B
AREA: 6,887 SF.
EIP
\ N: 575566.3450 EIP
E:1985704.1770 N: 575559.2640--� INV:
ELEV. 269.81' E:1986287.4300 281.97'
\ ` ELEV. 284. 38'
/ n
SHEET FLOW
/ 300 FT
SHEET FLOW
50 FT
24 RCP T
/ INV:
.10'
/
/
PRE -DEVELOPMENT WEIGHTED CURVE
NUMBER CALCULATION
Drainage Area
Existing Drainage Area A
Area (SF)
Area (Ac)
CN
CN*Ac
Lawn, Fair
248,149
5.70
84
478.52
Gravel
0
0.00
91
0.00
Roof/Conc./Asphalt
0
0.00
98
0.00
Woods, Fair
12,788
0.29
79
23.19
Total
260,937
5.99
501.72
Weighted CN (unitless) = 84
Total Impervious Area (SF) = 0
Drainage Area
Existing Drainage Area B
Area (SF)
Area (Ac)
CN
CN*Ac
Lawn, Fair
0
0.00
84
0.00
Gravel
0
0.00
91
0.00
Roof/Conc./Asphalt
0
0.00
98
0.00
Woods, Fair
6,887
0.16
79
12.49
Total
6,887
0.16
12.49
Weighted CN (unitless) = 79
Total Impervious Area (SF) = 0
Drainage Area
Existing Drianage Area C
Area (SF)
Area (Ac)
CN
CN*Ac
Lawn, Fair
105,258
2.42
84
202.98
Gravel
0
0.00
91
0.00
Roof/Conc./Asphalt
16,382
1 0.38
1 98
36.86
Woods, Fair
0
0.00
79
0.00
Total
121,640
2.79
239.83
Weighted CN (unitless) = 86
CTotal Impervious Area (SF) = 16,382
SF Tota 1 = 389,464
Acres Tota 1 = 8.94
EXISTING GROUND COVER LEGEND
LAWN
ASPHALT/ROOF
WOODS
LINE LEGEND
PROPERTY BOUNDARY
- - EX. INTERIOR/ADJ LOT LINE
ACCESS EASEMENT
- - - - - - BUILDING SETBACK
-- W -_ EXISTING WATER LINE
--ss-- EXISTING SEWER LINE
-- FO-- EXISTING FIBER OPTIC LINE
oHu EXISTING OVERHEAD POWER
UGE EXISTING UNDERGROUND POWER
SS PROPOSED SANITARY SEWER
NORTH
NOT FOR CONSTRUCTION
PRE -DEVELOPMENT
DRAINAGE AREA MAP
SCALE: 1 » = 60 ' (DRAWING SCALED FOR 24x36 INCH PLOTS)
GRO�A
� R�\'fECTU/Zy� o /O
Z CERT.
353 g n
• l/Y CARO'��P.
�EIGHQ"
NC ENGINEERING
LICENSE NO. P-0803
FOR REVIEW
ONLY
U
W
0 U
W
Q
UN
C
0
s2
Z
QJ
O
I Co Lo 0)
LO I- N N
�N+'
(n
0(rD,L66 N
DLN�V)-C
Ld
0
0) 0)
Z
O
(D
NZ0)0) V)
z
W -0
t: O
W
��•�U
J
i
0
W X
U
I- -IYO LLW
MEN
OEM
J
Q
z
W
Ir
0
U
z
J
Of
z
O�
_
OL
N 0
O
N
Q
z
3:
0-
0o
ICI
=
= z
F-
U
U
0 a
z(1)
BY rawn SVO
Checked
By SRN
DATE:
30 JUN 2021
REVISED:
1L16 SEP 2021
w
DRAINAGE
MAPS
PRE-
P
DEVELOPMENT
J
APa
a
Job Code HCSS 1
W,

I
3
5
---------------
..............................................
L
NIN576162.0040
E: 1986081.7090
/ ( ELEV. 267.80'
EIP / %/
/ I IN 1911 0 1190,91 / /
ELEV. 262.24' / I CO 1 /
DRAINAGE AREA C I
REDUCED NO
/ I I MODELING REQUIRED I
°
SHALLOW CONCENTRATED FLOW I N/
/ 237 FT EIP of
SEW UTILITY EA EMENT N: 575943364 0
J SS MANHOLE E.1986175.3640
SEE P8 2007 PG 15 RIM: 270.95' ELEV. 271.39' P
L DRAINAGE AREA BYPASS B I11 / INV: 262.6T 292 SF 0.ss
13 °ss-
18,42 AC - _ s---- co 1 - j
— / FLOW / =- — ,� _s�o—�- /
50 FT V ��—_=ss jj /
270
C
MUULLIIVG KtWUIKtU I l �� - I-JB#3
EIP
\ N: 575566.3450 /
ELEV. 269.1770
81'
ELEV. 269.81' �
0
N: 575559.2640--� INV•
E:1986287.4300 2F,
ELEV. 284.38' i
SHEET FLO�
50 FT
POST -DEVELOPMENT WEIGHTED
CURVE NUMBER CALCULATION
Drainage Area
Post Developed Area A
Area (SF)
Area (Ac)
CN
CN*Ac
Lawn, Fair
137,627
3.16
84
265.40
Gravel
84,871
1.95
91
177.30
Roof/Conc./Asphalt
60,480
1.39
98
136.07
Woods, Fair
0
0.00
79
0.00
Total
282,978
6.50
578.76
Weighted CN (unitless) = 89
Total Impervious Area (SF) = 145,351
Drainage Area
Post Developed Area A Bypass
Area (SF)
Area (Ac)
CN
CN*Ac
Lawn, Fair
18,292
0.42
84
35.27
Gravel
0
0.00
91
0.00
Roof/Conc./Asphalt
0
0.00
98
0.00
Woods, Fair
0
0.00
79
0.00
Total
18,292
0.42
35.27
Weighted CN (unitless) = 84
Total Impervious Area (SF) = 0
EXISTING GROUND COVER LEGEND
LAW N
ASPHALT/ROOF/GRAVEL
WOODS
PROPERTY BOUNDARY
- -
EX. INTERIOR/ADJ LOT LINE
ACCESS EASEMENT
— — — — — —
BUILDING SETBACK
W __
EXISTING WATER LINE
--SS--
EXISTING SEWER LINE
-- FO--
EXISTING FIBER OPTIC LINE
oHu
EXISTING OVERHEAD POWER
ucE
EXISTING UNDERGROUND POWER
ss
PROPOSED SANITARY SEWER
NORTH
NOT FOR CONSTRUCTION
POST -DEVELOPMENT
DRAINAGE AREA MAP
SCALE: 1 » = 60 ' (DRAWING SCALED FOR 24x36 INCH PLOTS)
GRO�A
� R�\'fECTU/Zy� o /O
Z CERT. N0. '- n
0
353 g
• 4-0 CAROB
�'��EIGH,NG
NC ENGINEERING
LICENSE NO. P-0803
FOR REVIEW
ONLY
U
LLI
0
U
W
<
U
0
a
Z
QJ
O
I Co Lo 0)
LO I, N N
.
O � N
0
0_ 0�L66 N
L
DLN�V)-C
Ld
W
0
� C:0'0'@
zrnrn n
z
w-0
�o
w
-C .. _.
Cn 0)
J
i
0
LLJ = X ji
U
I= 6w 6
�-0_O LL LLI
MEN
OEM
J
Q
z
w
0
U
Z
J
Of
z
0�
OL
N CC
� O
N
<Z
Q
0i
<
0 Of
O
LLI
T
y
= z
F-
U
U
0 a
Z(1)
BY rawn SVO
Checked
By SRN
DATE:
30 JUN 2021
REVISED:
1L16 SEP 2021
w
DRAINAGE
MAPS
POST-
VELOPMEENT
DERMN�G
J
APa
a
Job Code HCSS 1
W,

I
3
I
5
D
C
m
---------------------------
-------------
- 1 0
i---------------
— �
NIP 576162.0040
-(ELEV.
E: 1986081.7090
ELEV: 267.80'
EIP
/ I N:576128.7230
E: 198589/
ELEV. 262.24.24' / I CO 1 /
J N /
/ I 4P
Ijjj / I 0 0 0.
J N �� I
/ I / EIP
I , / R LlI AS N: 575943364 0 -
\SEWER/UTILITY EASEMENT SS MANHOLE E:1986175.3640
SEE PB 2007 PG 15 RIM: 270.95' ELEV. 271.39'
_ /O SS s tCi SS>`
g / _ /
2270 ti _ -- — — �� jj�� 5
\ / �27,1 YI#17 275
CI#7 A rlj ./ , CI#17% /; IN 013 AC
10
AC.
C3 0.85 1ji /j,
YI 9 /
YI 5 // / / // Y0.42 AC.I #9
/ 0.30 AC.
C=0.85
FES77- v
YI#1
0.35 AC.
0.85
/
`nib
lri
r/
1
l#12
%�j/1
/
0.28 AC.
,
/ 0.30 AC.
/
C=0.85
0.27 AC.
C=0.85
r-
I AC T
24" RCP / / 24° RCP / j ./ i,. / 24" RCP j YI#1 % , 0 6 �18" RCP , . 0.57
JB#3 — — — — —
YI 4 / _2$0
NIP t 0.51#AC. EIP
\ N: 575566.3450
E:1985704.1770 / ` C=0.61 ` ` N: 575559.2640� INV.
ELEV. 269.81' E:1986287.4300 2E i •97'
YI #8 YI #11 ELEV. 284.38'
1.11 AC.
C=0.53 ` 0.59 AC. C=0.56
i�CrM
P I
0__ec—�Y
�
U
N
1111=1x012111•1
PROPERTY BOUNDARY
— —
EX. INTERIOR/ADJ LOT LINE
ACCESS EASEMENT
— — — — — —
BUILDING SETBACK
W __
EXISTING WATER LINE
--SS--
EXISTING SEWER LINE
-- FO--
EXISTING FIBER OPTIC LINE
OHH
EXISTING OVERHEAD POWER
UGE
EXISTING UNDERGROUND POWER
ss
PROPOSED SANITARY SEWER
NORTH
NOT FOR CONSTRUCTION
RATIONAL METHOD INLET
DRAINAGE AREA MAP
SCALE: 1 = 60 ' (DRAWING SCALED FOR 24x36 INCH PLOTS)
GRO�A
� R�\'fECTU/Zy� o /O
Z CERT.
353 g n
• 4-0 CAROB
�'��EIGH,NG
NC ENGINEERING
LICENSE NO. P-0803
FOR REVIEW
ONLY
U
w
0 U
W
Q
0
U
41
a�
o
� Q
z
QJ
0
100 Lo 0)
LO I- N N
.
-0O1-N+'
(n
0_ O
Ld
Ld
O
0)0)@
z
Q)zrnrn n
z
Ld -0
t: O
w
��•�U
J
0
U
I� 6w 6
I— —IYO W W
■I�
MEN
OEM
z
W
OZ
U
J
Of
z
O�
_
O�
N 0
>_ O
N
Z
0-
0o
Ld
T
y
= Z
F_
U
U
0 a
Z(1)
BY rawn SVO
Checked
By SRN
DATE:
27 AUG 2021
w DRAINAGE
MAPS
RATIONAL
a
METHOD INLET
J
a
RMNAGMAP
a
Job Code HCSS 1
W,

35' 15'0
U. S. DEPARTMENT OF AGRICULTURE SHEET NUMBER 9
SOIL CONSERVATION SERVICE HARNETT COUNTY, NORTH CAROLINA
N
5000 4000 3000 2000 1000 0 5000 10000 Feet
This map was compiled by U.S. Department of Agriculture, 1 , 0 1 2 3 Kilometers
Soil Conservation Service and cooperating agencies on 1973 Scale 1:24000
and 1976 photography obtained from U.S. Department of
Interior, Geological Survey. HARNETT COUNTY, NORTH CAROLINA NO. 9
' 22'30"
SHEET NO. 9 OF 14

1980000 FEET 2000000 FEET
580000 FEET 79°4'0"W 79°3'30"W 79°3'0"W 79°2'30"W 79°2'0"W 79°1'30"W 79°1'0"W 79°0'30"W 79°0'0"W 580000 FEET
a r c j
01?
fat'
All
35°20'30"N ~ �A
•�C: �,. 3p QDr
*41 Ad
�7Q)
ti:.. ZONE E r _Z 1 4
Gum w � I
Swamp rn w mod' , 31 n... Y
35°20'0"N 93 i rr.a 35°20'0"N
27
tli O
• � 4 �\\ si�a9¢aa �x� � O� o 0
CarterC �: p .
��� r*ems`;� � � �: ►',1
19 230.0 p �{*i
ar C! ) '}
d:Ra, 7]�r - .or ¢�� �Y-� F'�
� ar�rhouse,Cf"'�- 11 a b' ..•�`'�rbriei/- thorpe Ct �
r AC °i 27 � 4 � �: %+ I(ate. � � � l'� , • . Rollip9h3-, � - �s -
236.5 e tCt � prairie Ln ;� ;
35°19'30"N Z.. ►: Alb r n �• T 35°19'30"N
rr. lh1 strat'¢aG'�- 3 Mountnside-L0
.,t .;��L"rI &
ZONE E ✓ m t¢ er ° Fern Creek D6;V �r '' — t#1 + ,I
, i e d ty i1-0
ch a �e
GranGDr
u'tp eerry.Ln �' 3 . IForest Mountain Ct��' r � . �= r. � � j'J�udi
,� • /i-,'�. � �° - o '"y e � :"� ` � � � � �, a' > � � 1 Daltori� s f d
der• �'� �.� ' e�l�� , UNINCORPORATED AREA�> � �� ,F '� Ter �, o�..�
/��hre� ` '.,� Et �cty t 6 fir 370328 ����° �''�� J • ,{ iL-19
1Rt?
I+Park4onCtWParktonCt•E,
A d Q :avers >. w.a ss
a rl co.-�,, (�°'ro m
Aiv' .� arf?,.. ' V.3 +RCS - r' C -;7: " d _ � _...-:. �!t �-T��1 • ' = Fifty Caliber Um s p� #` ' oy wc+ '`�►
pr a>i ,n • ° ds1 ° Y, m� ,
B O ¢•• A i 4 N �1 •. taroViewr 5 °° _ s. +. .,t
•i�.. t C� �7 4 Essex•Ct W Essex
4
a ' a�. G� • ►�- }3 _q� �' ,r`,' rt *� : s 1•t'x Strike
35°19'0"N 2 �7 !t .r. a`ti :��,cs r_ .. —� : m. —
_ 1 . _ r� o r � ct 35°19'0"N
A .. ° Lansin Ct-W Lansin Ct E '. " ►
rc�,WIKM i• 2 9., 9 m
•v'60 CI r?. }r� _ 'S .. , �.,, Y ... �... more Ct
a 6A Y OG �� r' '.6r.a.i ^' 4 w M ` Clay
-Ti be DC $ Dr F
Macon CON 2 , k f *'• h Macon Ct E Tower w �ralf ifsroTaw + ELF•
g2� °• - . 7 r � r,. ter' rc'-Kl�.� � W_ - _ r o is
w. r ��" �Js�}• L'r 1�-' o U U o j .►.r s ie M m �a\�\• I
�.._ Castlerock Dr, ryi d ° 7p
a w.. wiry m� !4 a k7k. Dover Ct W� Dover Ct E ° o e r 3 Or 3
SZ
n v m
J k. r rr Crest•Cuo. lY!� rt 3# Silverthorne Dr m x!
rchard,.� w .. rt ar MV
Camden Ct W Camden Ct E to-
ro . 4• i1 a
AI ine Dr r'� �,,�YI _ . ► �Vr
44,
43. i
till .ir
ire
a+ i , r if
i r
T t
35°18'30"N T'rd:; r'qr-s �' 35°18'30"N
Ir !
A
.. E
Robin Hill R �� ! r
r; •- rt
35°18'0"N '
.L R Creek 35°18'0"N
—
,r f �"� r •r , r _ UlPhillips-Cn
Y
3.t
vii�� �•. ;� _ ,�Y, � � Keith ,F�
- er=Ti �i • Yl C1�`� a �
a
n r O <?
XL
35°1T30"N /�� aij Swamp day °6� 3 Kittery Pt- yb ra 35°1T30"N
ZONE E c° r RU" r�7 4'0 .. Quail Hoi�i AQR`
•� ..Air• } �.�pf* • opt Dr � � �o M°o � e^ Z. a�
:'z '� � ;y h:fy�•ya ,�" Q •(t # Vm .a v <a 'rLake� _ � ,
y.�S. yti.: .,`. ;�� ♦'Cf / of � iRnv o° cki i
Alb � ,. �y, °off O •��# ! � iQ h Apr -1 fr 4 �eC�►oodOu , � rid y 3. � i •
M. .� �r2. A/
560000 FEET < G. J 2� +r Run _ 560000 FEET
79°4'0"W 79°3'30"W 79°3'0"W 79°2'30"W 79°2'0"W 79°1'30"W 79°1'0"W 79°0'30"W 79°0'0"W
1980000 FEET 2000000 FEET
i Z I @�, i
oe
EIA • S C.f n_'PE�i i I IC, 7ECHF+IC.4LPAFMAEA
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina has
implemented a long term approach to floodplain management to decrease the
costs associated with flooding. This is demonstrated by the State's commitment
to map flood hazard areas at the local level. As a part of this effort, the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
SEE FIS REPORT FOR ZONE DESCRI PTIONS AN D INDEX MAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT
HTTP://FRIS.NC.GOV/FRIS
Without Base Flood Elevation (BFE)
Zone A,V, A99
With BFE or Depth zone AE, AO, AH, VE, AR
SPECIAL FLOOD
Regulatory Floodway
HAZARD AREAS
�.
0.2%Annual Chance Flood Hazard, Areas
of 1%Annual Chance Flood with Average
Depth Less Than One Foot or With Drainage
Areas of Less Than One Square Mile zone x
Future Conditions 1%Annual
Chance Flood Hazard zone x
OTHER AREAS OF11W�Area
with Reduced Flood Risk due to Levee
FLOOD HAZARD
See Notes zone x
OTHER
Areas Determined to be Outside the
AREAS
0.2%Annual Chance Floodplain zone
-------------
Channel, Culvert, or Storm Sewer
Accredited or Provisionally Accredited
GENERAL
Levee, Dike, or Floodwall
STRUCTURES
Non -accredited Levee, Dike, or Floodwall
BM5510 X
North Carolina Geodetic Survey bench mark
BM55100
National Geodetic Survey bench mark
BM5510<81
Contractor Est. NCFMP Survey bench mark
012 1'8-2—
Cross Sections with 1% Annual Chance
Water Surface Elevation (BFE)
a- - - - -
Coastal Transect
--- ---
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
OTHER
Limit of Study
FEATURES
Jurisdiction Boundary
For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
please call the FEMA Map Information eXchange at 1-877-FEMA-MAP (1-877-336-2627) or visit the FEMA Map
Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.com
or contact the FEMA Map Service Center.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in the community, contact your Insurance agent or call the National
Flood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain
Mapping Program (NCFMP). The source of this information can be determined from the metadata available in the
digital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
1-percent-annual-chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm.
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
appears on this panel, check with your local community to obtain more information, such as the estimated level of
protection provided (which may exceed the 1-percent-annual-chance level) and Emergency Action Plan, on the
levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations.
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood
hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
Website at http://www.fema.gov/business/nfip/index.shtm.
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate
landward limit of the 1.5-foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA
(or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but less
severe than those in the VE Zone.
Limit of Moderate Wave Action (LiMWA)
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not
available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal barrier.html, the
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1-800-344-WILD.
CBRS Area Otherwise Protected Area
Map Projection:
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
1 inch = 1,000 feet 1:12,000
0 500 1,000 2,000
Feet
Meters
0 150 300 600
PANEL LOCATOR
r
/
i
CHATHAM COUNTY
1 0626
_ \ F0760 0624
LEE COUNTY
9548
WAKE COUNTY
JOHNSTON COUNTY
0602 1 0622 1 0642 1 0662 1 0682 1 11602
9680 1 0600 1 0620 1 0640 1 0660 1 0680 1 1600 �,.1 1620
9588 1 0508 1 0528 1 0548 1 0568
9566 E9BSIM 0506 1 0526 1 0546 1 0566
9564 1 9584 1 0504 1 0524
HOKE COUNTY
1
r�
CUMBERLAND COUNTY
1506 1 1 ,^ 1546
15044 1524
z
7 SAMPSON COUNTY
i
f;
I`f
r
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONAL FLOOD INSURANCE PROGRAM
cc FLOOD INSURANCE RATE MAr
NORTH CAROLINA
0 y.
PANEL 9586 x S
a�tgNI] SE�4
FEMA
Panel Contains:
wt1
_~ COMMUNITY CID PANEL SUFFIX
`vtiJ HARNETT COUNTY 370328 9586 J
r+ V♦
0
0
U.
cc
a
0
■�
Z
MAP NUMBER
3710958600J
MAP REVISED
10/03/06

�(�/��
U.S. DEPARTMENT OF THE INTERIOR
Th,&1aaaMp
OLIVIA QUADRANGLE
Ju
U.S. GEOLOGICAL SURVEY
US Topo
NORTH CAROLINA
sceace rnracnaediaq woad
7.5-MINUTE SERIES
-I9.1250.
3s.3Tso° a71xxxm E
72 73 74
75 76 77
-79.0000.
78 79 80 81 35.350-
A16mxm N
15
14
13
12
11
10
09
08
07
06
05
04
03
35 2500-
16
15
14
13
12
11
10
09
08
07
06
05
04
"0300n N
35.2500-
-J9.1250--79.0000.
vroduced by [he u,i[ed sra[g Geological a —y SCALE 124 000 ROAD aasnFican ON
I'll, ill ea �1wcsea�. v ex crux. 1 IF
oo oo o ,000 ao" s " F—p�"aa " ______
oar p �xaaxe ®
"omann umxm Csmwxm
e
-o1e uTm Gx xaNx znIe macNrxc NoxTM lsaxmm =ocx
'.N oEa NaT oNaT cEN,EA or:HEFT z ereaaruay —m N
- o1e co NTouk NT3 fd/AL 10 F33T 1 2 3
cxnmurs Y Nat ona Eeva[xn oa[azeS z0oe usxaima one NOkrH ANE W CAN VERTIUL DATUM OF 1988 3 Mamers
exxxaarles..............-Upla sourm; sae memaa[a Hla z01] - z018 h..�. ix v
mo-m 4 5 reek
Vve ttan as.................FN6 Nahxnal Wettanas Invenmry 19W Thls map waspreaxcea m axxmrtx wiM Ne 6 Lxa ella111
` n memaam rue assoa�aeea ru�me p xan,saraavemox ac.le e e axmesmr OLIVIA, NC
nw0wwa QunoxnNaLEc 2019 z z

USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Harnett County,
North Carolina
May 10, 2021

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https:Hoffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.

Contents
Preface....................................................................................................................
2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................
8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................
11
MapUnit Descriptions.........................................................................................11
Harnett County, North Carolina.......................................................................13
Bb—Bibb soils, frequently flooded..............................................................
13
FaB—Fuquay loamy sand, 0 to 6 percent slopes .......................................
14
NoB—Norfolk loamy sand, 2 to 6 percent slopes........................................16
References............................................................................................................18

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil -vegetation -landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil -landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil -landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field -observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and

Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.

in
677370
35° 20' 1" N
r
Custom Soil Resource Report
Soil Map
677420 677470 677520 677570
Soil MaN may not he valiel at this sca1w.
350 19'46"N
/A$
677370 677420 677470 677520 677570
in
Map Scale: 1:2,150 if printed on A portrait (8.5" x 11") sheet.
Meters N
0 30 60 120 1 �
Feet
0 100 200 400 600
Map projection: Web Mercator Comereoordinates: WGS84 Edge tics: UTM Zone 17N WGS84
9
677620
a
677670
35° 20' 1" N
Ow
°93
35° 19' 46" N
677670
a

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Iwo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
A.
Lava Flow
.&
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
oa
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil
�-
Special Line Features
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Water Features
scale.
Streams and Canals
Transportation
Please rely on the bar scale on each map sheet for map
--+-*
Rails
measurements.
. 0
Interstate Highways
Source of Map: Natural Resources Conservation Service
US Routes
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Major Roads
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Background
distance and area. A projection that preserves area, such as the
Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Harnett County, North Carolina
Survey Area Data: Version 17, Jun 4, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 28, 2019—Jul 30,
2019
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
Bb
Bibb soils, frequently flooded
3.2
18.1 %
FaB
Fuquay loamy sand, 0 to 6
percent slopes
8.6
48.9%
NoB
Norfolk loamy sand, 2 to 6
percent slopes
5.8
33.0%
Totals for Area of Interest
17.6
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
11

Custom Soil Resource Report
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12

Custom Soil Resource Report
Harnett County, North Carolina
Bb—Bibb soils, frequently flooded
Map Unit Setting
National map unit symbol: 3snw
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 210 to 265 days
Farmland classification: Not prime farmland
Map Unit Composition
Bibb, undrained, and similar soils: 80 percent
Johnston, undrained, and similar soils: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Bibb, Undrained
Setting
Landform: Flood plains
Landform position (two-dimensional): Toeslope
Down -slope shape: Concave
Across -slope shape: Linear
Parent material: Sandy and loamy alluvium
Typical profile
A - 0 to 6 inches: sandy loam
Cgl - 6 to 60 inches: sandy loam
Cg2 - 60 to 80 inches: loamy sand
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: FrequentNone
Frequency of ponding: None
Available water capacity: Moderate (about 7.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 5w
Hydrologic Soil Group: A/D
Hydric soil rating: Yes
Description of Johnston, Undrained
Setting
Landform: Flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Parent material: Sandy and loamy alluvium
13

Custom Soil Resource Report
Typical profile
A - 0 to 30 inches: mucky loam
Cg1 - 30 to 34 inches: loamy fine sand
Cg2 - 34 to 80 inches: fine sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Very poorly drained
Runoff class: Ponded
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
Depth to water table: About 0 inches
Frequency of flooding: FrequentNone
Frequency of ponding: Frequent
Available water capacity: High (about 9.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7w
Hydrologic Soil Group: A/D
Hydric soil rating: Yes
FaB—Fuquay loamy sand, 0 to 6 percent slopes
Map Unit Setting
National map unit symbol. 2wb9d
Elevation: 160 to 660 feet
Mean annual precipitation: 40 to 69 inches
Mean annual air temperature: 55 to 70 degrees F
Frost -free period: 190 to 310 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Fuquay and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fuquay
Setting
Landform: I me rfluves
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Sandy marine deposits over loamy marine deposits
Typical profile
Ap - 0 to 10 inches: loamy sand
14

Custom Soil Resource Report
E - 10 to 28 inches: loamy sand
Bt - 28 to 44 inches: sandy clay loam
Btv - 44 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table: About 40 to 61 inches
Frequency of flooding: None
Frequency of ponding: None
Maximum salinity. Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Sodium adsorption ratio, maximum: 4.0
Available water capacity: Low (about 5.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2s
Hydrologic Soil Group: B
Forage suitability group: Sandy over loamy soils on rises, knolls, and ridges of
mesic uplands (G133AA221 FL)
Other vegetative classification: Sandy over loamy soils on rises, knolls, and ridges
of mesic uplands (G133AA221 FL)
Hydric soil rating: No
Minor Components
Dothan
Percent of map unit. 7 percent
Landform: Imerfluves
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Linear
Other vegetative classification: Loamy and clayey soils on rises and knolls of
mesic uplands (G133AA321 FL)
Hydric soil rating: No
Candor
Percent of map unit. 5 percent
Landform: Marine terraces
Landform position (two-dimensional): Footslope, summit, shoulder
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex, linear
Across -slope shape: Convex, linear
Hydric soil rating: No
Blaney
Percent of map unit. 3 percent
Landform: Ridges
Landform position (two-dimensional): Backslope, shoulder, summit
Landform position (three-dimensional): Interfluve, side slope
Down -slope shape: Convex
Across -slope shape: Convex
Hydric soil rating: No
15

Custom Soil Resource Report
NoB—Norfolk loamy sand, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 2v75y
Elevation: 30 to 450 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 200 to 280 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Norfolk and similar soils: 83 percent
Minor components: 17 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Norfolk
Setting
Landform: Broad interstream divides on marine terraces, flats on marine terraces
Landform position (three-dimensional): Talf
Down -slope shape: Convex, linear
Across -slope shape: Convex, linear
Parent material: Loamy marine deposits
Typical profile
Ap - 0 to 8 inches: loamy sand
E - 8 to 14 inches: loamy sand
Bt - 14 to 65 inches: sandy clay loam
BC - 65 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 40 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Moderate (about 6.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Hydric soil rating: No
it.

Custom Soil Resource Report
Minor Components
Wagram
Percent of map unit: 10 percent
Landform: Broad interstream divides on marine terraces, ridges on marine
terraces
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Riser, rise
Down -slope shape: Convex, linear
Across -slope shape: Convex
Hydric soil rating: No
Goldsboro
Percent of map unit: 7 percent
Landform: Flats on marine terraces, broad interstream divides on marine terraces
Landform position (three-dimensional): Talf
Down -slope shape: Linear
Across -slope shape: Linear
Hydric soil rating: No
17

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
n res/d eta i I/n ati o n a I/s o i Is/?cid = n res 142 p2_0 54262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepastu re/?cid=stelprdb1043084
18

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
n res/d eta i I/so i Is/scie ntists/?cid=n res 142 p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid = n res 142 p2_05 3624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http:H
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290. pdf
19