SWA000201_Stormwater Report_20230417

Stormwater
Impact Analysis
Dunn Industrial Park
853 Rooms to Go Way
Dunn, North Carolina
February 26, 2023
Prepared By:
cr�fC�E�
- CAPITAL CIVIL ENGINEERING -
209 N. Salem Street Suite 220 Apex, NC 27502 919 249-8587 NC License Na P-0809
Q3 5

Table of Contents
Stormwater Narrative
A. Pre -Developed Tributary Maps
B. Post -Developed Tributary Maps
C. Wetland Calculations
D. Peak Flow Analysis
E. Soils Map
F. FEMA Map
G. USGS Maps

Stormwater Summary — 853 Rooms to Go Wav
The subject property is located at 853 Rooms to Go Way in Dunn, North Carolina. The 138-acre parcel
is predominately an open undeveloped lot. There is an existing creek that runs along the west property
line that. Existing wetlands are present on the property to the west, north and south. 100-year
floodplain is present on the extreme south of the property. There is an existing tower with a driveway
and associated equipment located on the north side of the property near Rooms to Go Way.
The proposed development on the property will consist of two buildings and a trailer storage yard.
Driveways to the site will be located off Rooms to Go Way (main entrance) and W. Core Road. In
addition to the buildings, there will be associated loading docks, vehicle parking, driveways and utilities.
Runoff from the development will be conveyed to and treated by two wet detention basins.
The stormwater requirements for this site are as follows:
1. Total suspended solids (TSS) from all new impervious areas and disturbed areas must be reduced
by at least 85% with the use of a stormwater SCM. The volume of stormwater that must be
treated is based on the 1" storm event using the Schuelers method.
2. The post -development stormwater runoff generated from the 1-year event cannot exceed the pre -
development rates at each point where runoff leaves the site.
Although the City of Dunn does not currently have requirements to control post development runoff
quantity, the ponds were designed to reduce post development runoff below pre -development rates for a
number of storm events.
Calculation Methods
HydroCad was used to calculate the pre -development and post -development peak runoff rates for the 1-
year storm event. Specific site information such as soils, rainfall data and time of concentration were
used with the software to determine the runoff rates.
Soils maps indicate site is predominately type A classification with Norfolk Loamy Sand. A pre -
development and post development CN value was determined for the analysis based on this soil type.
Rainfall depths used were based off the Dunn rainfall data for the subject property.

Analysis Procedure — Peak Flow
The site is divided into two drainage areas, as shown on the drainage area maps. Time of concentration
(Tc) for the pre and post development were calculated for each drainage area using sheet flow, shallow
concentrated flow and channel flow as applicable. Pre -development runoff for was calculated at the
analysis point for each drainage area based on measured drainage area, Tc and CN values.
Post development runoff was calculated at the identical analysis points using similar methods.
Analysis Procedure — Nutrients
In order to treat the runoff from the developed areas and meet nutrient reduction requirements two
stormwater wetland SCMs have been designed. A stormwater wetland provide the TSS reductions
necessary.
Design criteria for the stormwater wetlands that was used is from the most current state manual. The
minimum design criteria for sections 15A NCAC 02H .1050 and .1053 were used for the design. A
summary is below.
1. The design volume of the SCMs takes into account the runoff from all surfaces draining to
the system.
2. The side slopes of the SCMs stabilized with vegetated cover are not steeper than 3: L
3. The inlets and outlets of the SCMs are provided with rip -rap to protect from erosion.
4. Each SCM is designed such that they will contain the 100-year storm event without the need
of an overflow weir. The outlet structure acts as a bypass device.
5. The SCMs will need to be pumped out in order for dewater for maintenance and inspection.
6. The SCMs will be used as sediment basins during construction and will be cleaned out prior
to being converted to wet ponds per the construction sequence on sheet C308 of the
construction plans.
7. Each SCM is provided with an access and maintenance easement that extends from the right-
of-way and encompasses the SCM. The minimum width of the easement is 20'. The
easement shall be in located in a recorded plat.
8. There will be an O&M agreement in place that will required the owner to maintain, repair or
reconstruct the SCMs in accordance with the approved design plans. The O&M agreement
shall be recorded in the county register of deeds.
9. There will be an O&M plan that specifies all operation and maintenance work necessary for
the function of all SCM components. The O&M plans will be signed and notarized by the
owner.
10. The main pool of the wet ponds were sized using the SA/DA and average method.
11. The average depth of the main pool is around 7' between the permanent pool elevation.
12. The forebay and main pool have a minimum sediment storage depth of over 6".
13. The location of inlets and outlets have been located in a manner of minimizing short
circuiting.
14. The forebays have been designed as follows:

a. The volumes are between 15% and 20% of the volume of the main pool.
b. The entrance is deeper than the exit.
c. The water flows over rip -rap to provide a non -erosive velocity between the forebay and
the main pool.
d. The forebay shall be cleaned out if the sediment accumulates in a such a manner that
reduces its depth to less than 75% of its design depth.
15. The vegetated shelf provided is 10' wide and not greater than 10% slope.
16. The design volume shall draw down between two and five days.
17. The wet pond discharges the one-year 24 hour in a manner that minimizes hydrological
impacts to the receiving channel as follows:
a. The west SCM discharges upstream of existing wetlands which will provide diffused
flow into the creek.
b. The south SCM discharges into an existing channel and then through wetland prior to
existing the side through an existing storm pipe.
18. A trash rack will be used on each SCM.
19. The dam structure will be vegetated with non -clumping turf grass.
20. The vegetated shelf will be planted with a minimum of three diverse species of herbaceous,
native vegetation at a density of 50 pants per 200 SF of shelf area.
Summary of Peak Runoff Results
Hydrocad was used to analyze the discharges at the property boundary for the pre -development stage,
post -development stage and routing through each SCM. The results are:
Analysis Points Through SCMs
1-Year Flow cfs
2-Year Flow cfs
10-Year Flow (cfs)
100-Year Flow cfs
Area
Pre
Post
Pre
Post
Pre
Post
Pre
Post
West SCM
30.00
21.49
51.45
34.52
128.47
78.57
280.24
170.82
South
SCM
9.78
6.29
16.85
9.78
42.08
21.44
91.77
122.07

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-- 100.8 AC
70.8 ACRES CROPS`
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1.50/6'
750' SHALLOW FL;bW� II I
♦ 1.7'% 1 I
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700DITCH FLOW/,
0.5%o _
1
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PODS
395 SF
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Dunn West WetPond
2/15/23
Drainage Area Data
A = 1,014,948 sf Drainage Area
Ai = 958,320 sf Impervious Area
Ap = 56,628 sf Remaning Pervious Area
%imp = 94% Percent Impervious
CN = 96 Composite Runoff Curve Number
base on Ai CN of 98 and Ap CN of 61
Water Quality Volume
First Flush
Rv=0.05+0.9*la
V=3630*Rd*Rv*A
la =
0.94
Rv =
0.896
Rd =
1 <-1"for DWQ
A =
23.30
Volume
75,783 cu ft
SA/DA Table
Table 10-1
Piedmont and Mountain
SA/DA Table
(Adapted from Driscoll, 1986)
NCDEQ Stormwater Design Manual, C-3 Wet Pond
11-20-2020
Permanent Pool Average Depth (ft)
% Imp Cover
3
4
5 6
7
>8
10%
0.51
0.43
0.37 0.30
0.27
0.25
20%
0.84
0.69
0.61 0.51
0.44
0.40
30%
1.17
0.94
0.84 0.72
0.61
0.56
40%
1.51
1.24
1.09 0.91
0.78
0.71
50%
1.79
1.51
1.31 1.13
0.95
0.87
60%
2.09
1.77
1.49 1.31
1.12
1.03
70%
2.51
2.09
1.80 1.56
1.34
1.17
80%
2.92
2.41
2.07 1.82
1.62
1.40
90%
3.25
2.64
2.31 2.04
1.84
1.59
100%
3.55
2.79
2.52 2.34
2.04
1.75
2.04 =
SA/DA from table
Average Depth of 4'
Imp = 90%
23.30 =
acres
SA =
(A*TABLE)/100
SA =
0.48
acres
SA =
20,705
sf
Check Depth - First
Flush Volume/SA
= min depth
0.95 min ponding
Volume Req'd =
75,783
cu ft
Volume Provided =
78,383
cu ft
SA Req'd =
20,705
sq ft
SA Provided =
79,839
sq ft

Stage Storage - Water Quality
/ Detention Volume
Project No: 125-001
Project:
Projet Ocean West
Pond
Designed by: MM
Checked by: MK
Date: 15-Feb-23
ELEVATION
AREA
AREA STORAGE
STORAGE
CUMULATIVE
CUMULATIVE
(FT)
(SF)
(AC)
(AC -FT)
(CU FT)
(AC -FT)
(CU FT)
188
106495
2.4448
0.0000
0
0.0000
0
188.5
114798
2.6354
1.2700
55323
1.2700
55323
188.7
115804
2.6585
0.5294
23060
1.7994
78383
J> 1" WQ volume
189
117319
2.6933
0.8028
34968
2.6022
113352
190
122499
2.8122
2.7527
119909
5.3549
233261
191
12765
0.2930
1.5526
67632
6.9076
300893
192
132879
3.0505
1.6718
72822
8.5793
373715
193
137939
3.1666
3.1086
135409
11.6879
509124
194
143478
3.2938
3.2302
140709
14.9181
649832
Orifice Sizing Calculations
Use 60-hour drawdown
Determine Q Q = Volume/time = 0.36 cfs
Q = Cd*A*(2*G*Ho/3)^.5 Where:
Cd = 0.6
G = 32.2
Ho = 0.7
Q = Flow rate
A = Orifice area
Solve for area A =
Q
Cd*(2*G*Ho/3)^.5
A =
0.363 =
0.16 sq-ft
2.326
R =
0.22 ft
R =
2.67 in
Use Orifice =
6.00 in diameter
Check Drawdown time
Q =
0.46 cfs
Time =
71.95 hours
Time =
3.00 days

Stage Storage - Permanent Pool Volume
PROJECT: Projet Ocean West Pond
Forebay North Volume
ELEVATION
AREA
AREA
STORAGE
STORAGE
CUMULATIVE
CUMULATIVE
(FT)
(SF)
(AC)
(AC -FT)
(CU FT)
(AC -FT)
(CU FT)
177
Sediment Storage
178
1383
0.0317
0.0000
0.00
0.0000
0
179
2955
0.0678
0.0498
2169.00
0.0498
2169
180
3640
0.0836
0.0757
3297.50
0.1255
5467
181
4396
0.1009
0.0922
4018.00
0.2177
9485
182
5219
0.1198
0.1104
4807.50
0.3281
14292
183
6116
0.1404
0.1301
5667.50
0.4582
19960
184
7083
0.1626
0.1515
6599.50
0.6097
26559
185
8113
0.1862
0.1744
7598.00
0.7841
34157
186
9209
0.2114
0.1988
8661.00
0.9830
42818
187
10371
0.2381
0.2247
9790.00
1.2077
52608
188
12000
0.2755
0.2568
11185.50
1.4645
63794
Forebay West Volume
ELEVATION
AREA
AREA
STORAGE
STORAGE
CUMULATIVE
CUMULATIVE
(FT)
(SF)
(AC)
(AC -FT)
(CU FT)
(AC -FT)
(CU FT)
178
Sediment Storage
179
985
0.0226
0.0000
0.00
0.0000
0
180
1770
0.0406
0.0316
1377.50
0.0316
1378
181
2325
0.0534
0.0470
2047.50
0.0786
3425
182
2951
0.0677
0.0606
2638.00
0.1392
6063
183
3649
0.0838
0.0758
3300.00
0.2149
9363
184
4419
0.1014
0.0926
4034.00
0.3076
13397
185
5257
0.1207
0.1111
4838.00
0.4186
18235
186
6170
0.1416
0.1312
5713.50
0.5498
23949
187
7147
0.1641
0.1529
6658.50
0.7026
30607
188
8530
0.1958
0.1799
7838.50
0.8826
38446
Main Pool
Volume
ELEVATION
AREA
AREA
STORAGE
STORAGE
CUMULATIVE
CUMULATIVE
(FT)
(SF)
(AC)
(AC -FT)
(CU FT)
(AC -FT)
(CU FT)
175
Sediment Storage
176
32283
0.7411
0.0000
0.00
0.0000
0
177
35725
0.8201
0.7806
34004.00
0.7806
34004
178
39258
0.9012
0.8607
37491.50
1.6413
71496
179
42842
0.9835
0.9424
41050.00
2.5837
112546
180
46534
1.0683
1.0259
44688.00
3.6096
157234
181
50264
1.1539
1.1111
48399.00
4.7207
205633
182
54083
1.2416
1.1977
52173.50
5.9184
257806
183
57969
1.3308
1.2862
56026.00
7.2046
313832
184
61938
1.4219
1.3763
59953.50
8.5809
373786
185
65967
1.5144
1.4681
63952.50
10.0491
437738
186
70058
1.6083
1.5614
68012.50
11.6104
505751
187
74218
1.7038
1.6561
72138.00
13.2665
577889
188
79839
1.8329
1.7683
77028.50
15.0348
654917
Forebay Volume = 15.6% of Total Permanent pool volume.
Main Pool Average Depth
Davg = VPP / APP
VPP Volume of Pemanent Pool (cu-ft)
APP Area of Permanent Pool (sq-ft)
Davg = 7.8 ft
Project No.: 125-001
Designed by: MM
Checked by: MK
Date: 2/152023

Dunn West WetPond
2/15/2023
ANTI -FLOATATION DEVICE CALCULATIONS
BASIN
LENGTH OF RISER - LR
5.00
FT outside dim
WIDTH OF RISER - WR
5.00
FT outside dim
HEIGHT OF RISER - HR
3.00
FT
AREA OR RISER - AR
25.00
SF
WEIGHT OF WATER - Ww
62.4
LB/CF
UPLIFT (WLJ) = AR*HR*WW
4680.00
LB
UNIT WEIGHT OF CONCRETE - Uc
LB/CF
VOLUME NEEDED (Vv) = WLJ/Uc
31.20
CF
WALL THICKNESS -TW
0.50
FT
VOLUME OF WALLS - VW
27.00
CF
LENGTH OF PAD - L
5.00
FT
WIDTH OF PAD - W
5.00
FT
HEIGHT OF PAD - H
2.00
FT
VOLUME OF PAD - Vp
50.00
CF
VW+VP
77.00
CF
VW+VP>1.25xVv YES

Dunn South WetPond
2/15/23
Drainage Area Data
A = 3,092,760 sf Drainage Area
Ai = 2,744,280 sf Impervious Area
Ap = 348,480 sf Remaning Pervious Area
%imp = 89% Percent Impervious
CN = 94 Composite Runoff Curve Number
base on Ai CN of 98 and Ap CN of 61
Water Quality Volume
First Flush
Rv=0.05+0.9*la
V=3630*Rd*Rv*A
la = 0.89
Rv = 0.851
Rd = 1 <-1"for DWQ
A = 71.00
Volume 219,328 cu ft
SA/DA Table
Table 10-1
Piedmont and Mountain
SA/DA Table
(Adapted from Driscoll, 1986)
NCDEQ Stormwater Design Manual, C-3 Wet Pond
11-20-2020
Permanent Pool Average Depth (ft)
% Imp Cover
3
4
5 6
7
>8
10%
0.51
0.43
0.37 0.30
0.27
0.25
20%
0.84
0.69
0.61 0.51
0.44
0.40
30%
1.17
0.94
0.84 0.72
0.61
0.56
40%
1.51
1.24
1.09 0.91
0.78
0.71
50%
1.79
1.51
1.31 1.13
0.95
0.87
60%
2.09
1.77
1.49 1.31
1.12
1.03
70%
2.51
2.09
1.80 1.56
1.34
1.17
80%
2.92
2.41
2.07 1.82
1.62
1.40
90%
3.25
2.64
2.31 2.04
1.84
1.59
100%
3.55
2.79
2.52 2.34
2.04
1.75
1.84 =
SA/DA from table
Average Depth of 7'
Imp = 90%
71.00 =
acres
SA =
(A*TABLE)/100
SA =
1.31
acres
SA =
56,907
sf
Check Depth - First
Flush Volume/SA
= min depth
2.67 min ponding
Volume Req'd =
219,328
cu ft
Volume Provided =
230,239
cu ft
SA Req'd =
56,907
sq ft
SA Provided =
82,096
sq ft

Stage Storage - Water Quality / Detention Volume
Project No:
125-001
Project:
Dunn South Wetpond
Designed by:
MM
Checked by:
MK
Date:
15-Feb-23
ELEVATION
AREA
AREA
STORAGE
STORAGE
CUMULATIVE
CUMULATIVE
(FT)
(SF)
(AC)
(AC -FT)
(CU FT)
(AC -FT)
(CU FT)
174
105028
2.4111
0.0000
0
0.0000
0
174.5
113324
2.6016
1.2532
54588
1.2532
54588
175
115843
2.6594
1.3152
57292
2.5684
111880
176
120876
2.7749
2.7172
118360
5.2856
230239
J> 1" WQ volume
180
141816
3.2556
12.0612
525384
17.3467
755623
184
163611
3.7560
14.0233
610854
31.3700
1366477
184.5
174848
4.0140
1.9425
84615
33.3125
1451092
Orifice Sizing Calculations
Use 60-hour drawdown
Determine Q Q = Volume/time = 1.07 cfs
Q = Cd*A*(2*G*Ho/3)^.5 Where:
Cd = 0.6
G = 32.2
Ho = 2
Q = Flow rate
A = Orifice area
Solve for area A =
Q
Cd*(2*G*Ho/3)^.5
A =
1.066 =
0.27 sq-ft
3.931
R =
0.29 ft
R =
3.53 in
Use Orifice =
4.00 in diameter
Check Drawdown time
Q =
0.34 cfs
Time =
93.58 hours
Time =
3.90 days

Stage Storage - Permanent Pool Volume
PROJECT: Dunn South Wetpond
Forebay Volume
ELEVATION
AREA
AREA
STORAGE
STORAGE
CUMULATIVE
CUMULATIVE
(FT)
(SF)
(AC)
(AC -FT)
(CU FT)
(AC -FT)
(CU FT)
163
Sediment Storage
164
4042
0.0928
0.0000
0.00
0.0000
0
165
7063
0.1621
0.1275
5552.50
0.1275
5553
166
8112
0.1862
0.1742
7587.50
0.3017
13140
167
9226
0.2118
0.1990
8669.00
0.5007
21809
168
10419
0.2392
0.2255
9822.50
0.7262
31632
169
11688
0.2683
0.2538
11053.50
0.9799
42685
170
13006
0.2986
0.2834
12347.00
1.2634
55032
171
14412
0.3309
0.3147
13709.00
1.5781
68741
172
15897
0.3649
0.3479
15154.50
1.9260
83896
173
17442
0.4004
0.3827
16669.50
2.3087
100565
174
20476
0.4701
0.4352
18959.00
2.7439
119524
Main Pool Volume
ELEVATION
AREA
AREA
STORAGE
STORAGE
CUMULATIVE
CUMULATIVE
(FT)
(SF)
(AC)
(AC -FT)
(CU FT)
(AC -FT)
(CU FT)
163
Sediment Storage
164
42653
0.9792
0.0000
0.00
0.0000
0
165
45978
1.0555
1.0173
44315.50
1.0173
44316
166
49350
1.1329
1.0942
47664.00
2.1116
91980
167
52798
1.2121
1.1725
51074.00
3.2841
143054
168
56375
1.2942
1.2531
54586.50
4.5372
197640
169
59977
1.3769
1.3355
58176.00
5.8727
255816
170
63719
1.4628
1.4198
61848.00
7.2926
317664
171
67509
1.5498
1.5063
65614.00
8.7989
383278
172
71397
1.6390
1.5944
69453.00
10.3933
452731
173
73986
1.6985
1.6688
72691.50
12.0620
525423
174
82096
1.8847
1.7916
78041.00
13.8536
603464
Forebay Volume = 19.8% of Total Permanent pool volume.
Main Pool Average Depth
Davg = VPP / APP
VPP Volume of Pemanent Pool (cu-ft)
APP Area of Permanent Pool (sq-ft)
*Davg = 7.1 ft
Project No.: 125-001
Designed by: MM
Checked by: MK
Date: 2/15/2023

Dunn South WetPond
2/15/2023
ANTI -FLOATATION DEVICE CALCULATIONS
BASIN
LENGTH OF RISER - LR
6.00
FT outside dim
WIDTH OF RISER - WR
6.00
FT outside dim
HEIGHT OF RISER - HR
8.00
FT
AREA OR RISER - AR
36.00
SF
WEIGHT OF WATER - Ww
62.4
LB/CF
UPLIFT (WLJ) = AR*HR*WW
17971.20
LB
UNIT WEIGHT OF CONCRETE - Uc
LB/CF
VOLUME NEEDED (Vv) = WLJ/Uc
119.81
CF
WALL THICKNESS -TW
0.50
FT
VOLUME OF WALLS - VW
88.00
CF
LENGTH OF PAD - L
6.00
FT
WIDTH OF PAD - W
6.00
FT
HEIGHT OF PAD - H
2.00
FT
VOLUME OF PAD - Vp
72.00
CF
VW+VP
160.00
CF
VW+VP>1.25xVv YES

(4S
Pre
iS RUNO F
\� 3P
Post
West Wetpond
Subca Reach and Link
5R
ANALYSIS POINT

SCM-West Pond Type 1124-hr Dunn 001 yr Rainfall=3.05"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Pre
Runoff = 30.00 cfs @ 12.65 hrs, Volume= 4.702 af, Depth> 0.56"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 001 yr Rainfall=3.05"
Area (ac) CN Description
70.800 67 Row crops, straight row, Good, HSG A
30.000 70 Woods, Good, HSG C
100.800 68 Weighted Average
100.800 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
23.1
100
0.0050
0.07
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.70"
25.0
1,150
0.0120
0.77
Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
6.4
1,900
0.0100
4.95 24.77
Channel Flow, Ditch
Area= 5.0 sf Perim= 5.0' r= 1.00'
n= 0.030 Earth, grassed & winding
54.5 3,150 Total
Subcatchment 1S: Pre
Hydrograph
■ Runoff
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SCM-West Pond Type 1124-hr Dunn 001 yr Rainfall=3.05"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2S: Post
Runoff = 82.16 cfs @ 12.01 hrs, Volume= 4.544 af, Depth> 2.34"
Routed to Pond 3P : West Wetpond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 001 yr Rainfall=3.05"
Area (ac) CN Description
22.000 98 Paved parking, HSG A
1.300 39 >75% Grass cover, Good, HSG A
23.300 95 Weighted Average
1.300 5.58% Pervious Area
22.000 94.42% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, Direct Entry
w
u.
0
M
Subcatchment 2S: Post
Hydrograph
90
82.16 c
------------------------------------- - -------------------------------
85 '
fs
Type 80
�I 24'-hr
70 - - - - - - --- - - y k= -- 5"--
7s
--i ---, ---; ---, ---, ---, -- Da �n-04'� r-Re�nfal
65
Iurioff Area='ac
---------- Flu-n©ff-Volu : e=4.544--ef---
55
------, -------------i�u-nQff_D
----------------- ah>2.4
------------- 50 /�
45--------- Tc=..11 0.0--1 In----
40 - CND
',I
35 -
30
25
20
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

SCM-West Pond Type 11 24-hr Dunn 001 yr Rainfall=3.05"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 4
Summary for Pond 3P: West Wetpond
Inflow Area = 23.300 ac, 94.42% Impervious, Inflow Depth > 2.34" for Dunn 001 yr event
Inflow = 82.16 cfs @ 12.01 hrs, Volume= 4.544 of
Outflow = 1.05 cfs @ 19.32 hrs, Volume= 0.713 af, Atten= 99%, Lag= 438.9 min
Primary = 1.05 cfs @ 19.32 hrs, Volume= 0.713 of
Routed to Reach 5R : ANALYSIS POINT
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 189.49' @ 19.32 hrs Surf.Area= 115,291 sf Storage= 167,010 cf
Plug -Flow detention time= 378.8 min calculated for 0.710 of (16% of inflow)
Center -of -Mass det. time= 199.0 min ( 950.0 - 751.0 )
Volume Invert Avail.Storage Storage Description
#1 188.00' 743,726 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
188.00
106,495
0 0
189.00
114,798
110,647 110,647
190.00
115,804
115,301 225,948
191.00
117,319
116,562 342,509
192.00
132,879
125,099 467,608
193.00
137,939
135,409 603,017
194.00
143,478
140,709 743,726
Device Routing
Invert
Outlet Devices
#1 Primary
188.00'
15.0" Round Culvert
L= 106.0' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 188.00' / 187.00' S= 0.0094 T Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1
188.00'
6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1
191.00'
60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=1.05 cfs @ 19.32 hrs HW=189.49' (Free Discharge)
L1=Culvert (Passes 1.05 cfs of 6.13 cfs potential flow)
�__3=Ori
2=Orifice/Grate (Orifice Controls 1.05 cfs @ 5.36 fps)
fice/Grate ( Controls 0.00 cfs)

SCM-West Pond Type 1124-hr Dunn 001 yr Rainfall=3.05"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 5
N
U
3
0
LL
Pond 3P: West Wetpond
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Inflow
❑ Primary

SCM-West Pond Type 1124-hr Dunn 001 yr Rainfall=3.05"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 4S: RUNOFF
Runoff = 20.63 cfs @ 12.15 hrs, Volume= 1.540 af, Depth> 0.66"
Routed to Reach 5R : ANALYSIS POINT
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 001 yr Rainfall=3.05"
Area (ac) CN Description
28.200 70 Woods, Good, HSG C
28.200 100.00% Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
12.9 1,940
1.0000
2.50
Shallow Concentrated Flow, Shallow Through Wetland
Forest w/Heavy Litter Kv= 2.5 fps
6.7 2,140
0.0115
5.31 42.49
Channel Flow, Creek
Area= 8.0 sf Perim= 8.0' r= 1.00'
n= 0.030 Earth, grassed & winding
19.6 4,080 Total
w
0
M
Subcatchment 4S: RUNOFF
Hydrograph
23 -
------------
22-------- -,,---------------------------------', 20.63 cfs-----------------------',------------ ,------------- '----------
21 ' .---------------------T.
--------------------------- a �I4hr
01--- -r-1�aN
------------- Y
19---------- - —� Q5"
1 s ' . ----- ------ �LJ U 1'1 n � � nfa l�— '?
17 ' .--------------------------------------------- --- — ---- ac
16 Rari off Areal 28�2titi�
15 -- . - - - - - - --- ----------- flu-n©ff-Votum: a=1.54a of
14 -------------
13I ------------------ unQff ah>. ----
12------------ i,--------------------------+-------------'------------- '-------------- '------- ---'------------'----------- ? g 1. - - ----
10 ------ -----
T
$ - CN---'
6
5j--------
4
3 J-
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

SCM-West Pond Type 1124-hr Dunn 001 yr Rainfall=3.05"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 7
Summary for Reach 5R: ANALYSIS POINT
Inflow Area = 51.500 ac, 42.72% Impervious, Inflow Depth > 0.52" for Dunn 001 yr event
Inflow = 21.49 cfs @ 12.15 hrs, Volume= 2.253 of
Outflow = 21.49 cfs @ 12.15 hrs, Volume= 2.253 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Reach 5R: ANALYSIS POINT
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Inflow
❑ Outflow

SCM-West Pond Type // 24-hr Dunn 002 yr Rainfall=3.70"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 1S: Pre
Runoff = 51.45 cfs @ 12.62 hrs, Volume= 7.470 af, Depth> 0.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 002 yr Rainfall=3.70"
Area (ac) CN Description
70.800 67 Row crops, straight row, Good, HSG A
30.000 70 Woods, Good, HSG C
100.800 68 Weighted Average
100.800 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
23.1
100
0.0050
0.07
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.70"
25.0
1,150
0.0120
0.77
Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
6.4
1,900
0.0100
4.95 24.77
Channel Flow, Ditch
Area= 5.0 sf Perim= 5.0' r= 1.00'
n= 0.030 Earth, grassed & winding
54.5 3,150 Total
Subcatchment 1S: Pre
Hydrograph
■ Runoff
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SCM-West Pond Type // 24-hr Dunn 002 yr Rainfall=3.70"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2S: Post
Runoff = 101.70 cfs @ 12.01 hrs, Volume= 5.696 af, Depth> 2.93"
Routed to Pond 3P : West Wetpond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 002 yr Rainfall=3.70"
Area (ac) CN Description
22.000 98 Paved parking, HSG A
1.300 39 >75% Grass cover, Good, HSG A
23.300 95 Weighted Average
1.300 5.58% Pervious Area
22.000 94.42% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, Direct Entry
w
0
LL
Subcatchment 2S: Post
Hydrograph
10 - �05 ------'----- 101.70 cs
�-
;
-----
---
------Type-- --24'-hr
----
- '----- --aQ! -�2nfall=3
----------- Durtn - i.L90 - - 85 - -- -
--------------- l�u Hoff-area=23300' ac
80---------------------------------
75 -- - ----- _
70
------ RunoffVolum: —S.696 a'f----
65 - @ th 2 -93II
------------------------------------------------------------`-------- J
60 — -------------'--------------------------------------------------' ----------------
RunoffD, .1 I ,
55 f=1 Q.© nin
---------------------------------------------------------------- ------------------
---------- -C N-95
45
40
35 .
25 - -----
15------1 +------- ------ +------ -'�------�-
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

SCM-West Pond Type/1 24-hr Dunn 002 yr Rainfall=3.70"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 10
Summary for Pond 3P: West Wetpond
Inflow Area = 23.300 ac, 94.42% Impervious, Inflow Depth > 2.93" for Dunn 002 yr event
Inflow = 101.70 cfs @ 12.01 hrs, Volume= 5.696 of
Outflow = 1.21 cfs @ 19.70 hrs, Volume= 0.832 af, Atten= 99%, Lag= 461.6 min
Primary = 1.21 cfs @ 19.70 hrs, Volume= 0.832 of
Routed to Reach 5R : ANALYSIS POINT
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 189.88' @ 19.70 hrs Surf.Area= 115,682 sf Storage= 211,896 cf
Plug -Flow detention time= 394.8 min calculated for 0.828 of (15% of inflow)
Center -of -Mass det. time= 196.9 min ( 944.0 - 747.1 )
Volume Invert Avail.Storage Storage Description
#1 188.00' 743,726 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
188.00
106,495
0 0
189.00
114,798
110,647 110,647
190.00
115,804
115,301 225,948
191.00
117,319
116,562 342,509
192.00
132,879
125,099 467,608
193.00
137,939
135,409 603,017
194.00
143,478
140,709 743,726
Device Routing
Invert
Outlet Devices
#1 Primary
188.00'
15.0" Round Culvert
L= 106.0' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 188.00' / 187.00' S= 0.0094 T Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1
188.00'
6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1
191.00'
60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=1.21 cfs @ 19.70 hrs HW=189.88' (Free Discharge)
L1=Culvert (Passes 1.21 cfs of 6.56 cfs potential flow)
�__3=Ori
2=Orifice/Grate (Orifice Controls 1.21 cfs @ 6.14 fps)
fice/Grate ( Controls 0.00 cfs)

SCM-West Pond Type // 24-hr Dunn 002 yr Rainfall=3.70"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 11
N
U
3
0
LL
Pond 3P: West Wetpond
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
1 Inflow
❑ Primary

SCM-West Pond Type // 24-hr Dunn 002 yr Rainfall=3.70"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 4S: RUNOFF
Runoff = 33.54 cfs @ 12.14 hrs, Volume= 2.381 af, Depth> 1.01"
Routed to Reach 5R : ANALYSIS POINT
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 002 yr Rainfall=3.70"
Area (ac) CN Description
28.200 70 Woods, Good, HSG C
28.200 100.00% Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
12.9 1,940
1.0000
2.50
Shallow Concentrated Flow, Shallow Through Wetland
Forest w/Heavy Litter Kv= 2.5 fps
6.7 2,140
0.0115
5.31 42.49
Channel Flow, Creek
Area= 8.0 sf Perim= 8.0' r= 1.00'
n= 0.030 Earth, grassed & winding
19.6 4,080 Total
w
0
LL
Subcatchment 4S: RUNOFF
Hydrograph
------------
36 __
334cs
34- Type 24
32
-----------------------
------------ ---- n - 02-- r = QU-
y ���-Ra�af���-3��Q"--
30 --- � n
D
28------------- -
---- --
26
-----------� RU11off
Flu nofF V - -_
24 ----- -----i olum: e- 2.381: -ef --
22
------ -- ----------flow--Ler epth>1.01..--
zo------------------------------------------
th=4,_0_
18
-8W--
16
14
12 ------ ----------------- ------ ------ -_ - --- ------ ------------------------ �'.LR0--
10
8
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

SCM-West Pond Type // 24-hr Dunn 002 yr Rainfall=3.70"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 13
Summary for Reach 5R: ANALYSIS POINT
Inflow Area = 51.500 ac, 42.72% Impervious, Inflow Depth > 0.75" for Dunn 002 yr event
Inflow = 34.52 cfs @ 12.14 hrs, Volume= 3.214 of
Outflow = 34.52 cfs @ 12.14 hrs, Volume= 3.214 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Reach 5R: ANALYSIS POINT
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Inflow
❑ Outflow

SCM-West Pond Type // 24-hr Dunn 010 yr Rainfall=5.58"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 1S: Pre
Runoff = 128.47 cfs @ 12.57 hrs, Volume= 17.282 af, Depth> 2.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 010 yr Rainfall=5.58"
Area (ac) CN Description
70.800 67 Row crops, straight row, Good, HSG A
30.000 70 Woods, Good, HSG C
100.800 68 Weighted Average
100.800 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
23.1
100
0.0050
0.07
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.70"
25.0
1,150
0.0120
0.77
Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
6.4
1,900
0.0100
4.95 24.77
Channel Flow, Ditch
Area= 5.0 sf Perim= 5.0' r= 1.00'
n= 0.030 Earth, grassed & winding
54.5 3,150 Total
Subcatchment 1S: Pre
Hydrograph
-------------------------
140 128.47 cfs
130
-- yp
- - ---- --------------
T e 11
Du-nn-01-0- r RinfI1=5'�.58
120
110
100
C-------------
R� noffi' Are�,a=�f 0.8O-
--
O-a �, ---- �,-----�,-----�, ---- �,-----�, ---- �,
Ru'nofVoi', -me-- -- - ------
u =� T,.2$2', of
90 �I �I �I �I
w 80 -Runoff Depth>f2.O6'"
- - - - -- --
3 70
Flow Length=3,150' -
`L 60 Tc`54.:5-m1n-------- i-----------------------
r
so-------------
CN=68'
40
------------
30
20
10
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

SCM-West Pond Type // 24-hr Dunn 010 yr Rainfall=5.58"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 2S: Post
Runoff = 157.61 cfs @ 12.01 hrs, Volume= 9.027 af, Depth> 4.65"
Routed to Pond 3P : West Wetpond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 010 yr Rainfall=5.58"
Area (ac) CN Description
22.000 98 Paved parking, HSG A
1.300 39 >75% Grass cover, Good, HSG A
23.300 95 Weighted Average
1.300 5.58% Pervious Area
22.000 94.42% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, Direct Entry
Subcatchment 2S: Post
Hydrograph
170 157.61
--- -- -
160 - - e-124frr--
- - - - - - - ---/P
140
150 ---- �'',------',-----'', ----',-----',----��,----'',----�'', ----', ---- �'��
----------- -----
-------------
-
Dunn 0'�0 yr Rai'nfal�=5.8"
130 Runof€-Are 23�300'
120 _�_'
-- -------------Ru nd ofurne=3.02 of
110
w 100 - ------------ ------------- ------------ ------
e{1tk#>4.F�•--
3 90 - - - - --- - - -
----- c=1-Q.O--rnjn----
80
---- �� -----' -----' ---- -----' ---- �� -' - - -
LL 70 ' CND 95
60
50
40
30
20
10
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

SCM-West Pond Type/1 24-hr Dunn 010 yr Rainfall=5.58"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 16
Summary for Pond 3P: West Wetpond
Inflow Area = 23.300 ac, 94.42% Impervious, Inflow Depth > 4.65" for Dunn 010 yr event
Inflow = 157.61 cfs @ 12.01 hrs, Volume= 9.027 of
Outflow = 1.72 cfs @ 20.00 hrs, Volume= 1.139 af, Atten= 99%, Lag= 479.6 min
Primary = 1.72 cfs @ 20.00 hrs, Volume= 1.139 of
Routed to Reach 5R : ANALYSIS POINT
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 191.01' @ 20.00 hrs Surf.Area= 117,465 sf Storage= 343,611 cf
Plug -Flow detention time= 425.0 min calculated for 1.137 of (13% of inflow)
Center -of -Mass det. time= 191.2 min ( 931.8 - 740.5 )
Volume Invert Avail.Storage Storage Description
#1 188.00' 743,726 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
188.00
106,495
0 0
189.00
114,798
110,647 110,647
190.00
115,804
115,301 225,948
191.00
117,319
116,562 342,509
192.00
132,879
125,099 467,608
193.00
137,939
135,409 603,017
194.00
143,478
140,709 743,726
Device Routing
Invert
Outlet Devices
#1 Primary
188.00'
15.0" Round Culvert
L= 106.0' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 188.00' / 187.00' S= 0.0094 T Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1
188.00'
6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1
191.00'
60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=1.63 cfs @ 20.00 hrs HW=191.01' (Free Discharge)
L1=Culvert (Passes 1.63 cfs of 8.54 cfs potential flow)
�__3=Ori
2=Orifice/Grate (Orifice Controls 1.57 cfs @ 8.00 fps)
fice/Grate (Weir Controls 0.06 cfs @ 0.32 fps)

SCM-West Pond Type // 24-hr Dunn 010 yr Rainfall=5.58"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 17
w 1
u
3
0
LL
Pond 3P: West Wetpond
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
1 Inflow
❑ Primary

SCM-West Pond Type // 24-hr Dunn 010 yr Rainfall=5.58"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 4S: RUNOFF
Runoff = 77.29 cfs @ 12.13 hrs, Volume= 5.299 af, Depth> 2.25"
Routed to Reach 5R : ANALYSIS POINT
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 010 yr Rainfall=5.58"
Area (ac) CN Description
28.200 70 Woods, Good, HSG C
28.200 100.00% Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
12.9 1,940
1.0000
2.50
Shallow Concentrated Flow, Shallow Through Wetland
Forest w/Heavy Litter Kv= 2.5 fps
6.7 2,140
0.0115
5.31 42.49
Channel Flow, Creek
Area= 8.0 sf Perim= 8.0' r= 1.00'
n= 0.030 Earth, grassed & winding
19.6 4,080 Total
Subcatchment 4S: RUNOFF
Hydrograph
85
80
r 77.29 cfs r
- ---' ue-- 1
75--------- Ty �I 24hr
70
---Dunn--01 --y-Rainfal-1=548.
�p
60 - - - - ---- - - — 8 2001' ac --
65
-
-
-------- ------------- ----------- - --------------------------------------- ---- --
55 ----- ----- -----' ----- ----- ----- --- � Rum& Vo l u M: a=5.299 of
So '----------Rungff De pt,h>2.25.
45
- --- - Len-- th 4 0
ao-----�lOvu g , 80'--
-------------
35
T i
30
25
20
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

SCM-West Pond Type // 24-hr Dunn 010 yr Rainfall=5.58"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 19
Summary for Reach 5R: ANALYSIS POINT
Inflow Area = 51.500 ac, 42.72% Impervious, Inflow Depth > 1.50" for Dunn 010 yr event
Inflow = 78.57 cfs @ 12.13 hrs, Volume= 6.438 of
Outflow = 78.57 cfs @ 12.13 hrs, Volume= 6.438 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Reach 5R: ANALYSIS POINT
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Inflow
❑ Outflow

SCM-West Pond Type // 24-hr Dunn 100 yr Rainfall=8.73"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 1S: Pre
Runoff = 280.24 cfs @ 12.55 hrs, Volume= 37.057 af, Depth> 4.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 100 yr Rainfall=8.73"
Area (ac) CN Description
70.800 67 Row crops, straight row, Good, HSG A
30.000 70 Woods, Good, HSG C
100.800 68 Weighted Average
100.800 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
23.1
100
0.0050
0.07
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.70"
25.0
1,150
0.0120
0.77
Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
6.4
1,900
0.0100
4.95 24.77
Channel Flow, Ditch
Area= 5.0 sf Perim= 5.0' r= 1.00'
n= 0.030 Earth, grassed & winding
54.5 3,150 Total
w
u.
0
LL
Subcatchment 1S: Pre
Hydrograph
300 280.24 cfs -----------
z8o ' TyP e- 1
240 -- nn--l- r Rarnfa _ :.73" Dt� II-$,-
Ru-------------
220
noff Area=1-00-- 0 ac
Ru'nof Vol'
- 37 05
200 ume= T of
- Runoff -DePtka>, ----
1ao '
-
160Flow �en L11=3 1 JQ
---------- --------------
140
120
c` n
100 =6$I
80
60
40
20
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

SCM-West Pond Type // 24-hr Dunn 100 yr Rainfall=8.73"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 2S: Post
Runoff = 250.25 cfs @ 12.01 hrs, Volume= 14.582 af, Depth> 7.51"
Routed to Pond 3P : West Wetpond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 100 yr Rainfall=8.73"
Area (ac) CN Description
22.000 98 Paved parking, HSG A
1.300 39 >75% Grass cover, Good, HSG A
23.300 95 Weighted Average
1.300 5.58% Pervious Area
22.000 94.42% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, Direct Entry
Subcatchment 2S: Post
Hydrograph
280
------------ ------------------ -------------
260� 250.25 cfs
zao — — - +------ -�------+------ - ------j --- ------ -�------j------+------ - ---TYPe
124�1�r-- --i'
:Dur n--1-a y Rai
220
6 r na11=$."
------- -
Runoff Area=23 200 �300':: ac
-------------
180
Ru not Volume-14'.58Z of
160
------ . ------ ------ -- - ---
Runoff D,
--- .
140
------ - ---- q=1-0.0--rnin----
120
--------
100-
-
80
60
40
20
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

SCM-West Pond Type/1 24-hr Dunn 100 yr Rainfall=8.73"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 22
Summary for Pond 3P: West Wetpond
Inflow Area = 23.300 ac, 94.42% Impervious, Inflow Depth > 7.51" for Dunn 100 yr event
Inflow = 250.25 cfs @ 12.01 hrs, Volume= 14.582 of
Outflow = 9.86 cfs @ 13.61 hrs, Volume= 6.318 af, Atten= 96%, Lag= 96.2 min
Primary = 9.86 cfs @ 13.61 hrs, Volume= 6.318 of
Routed to Reach 5R : ANALYSIS POINT
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 191.93' @ 13.61 hrs Surf.Area= 131,833 sf Storage= 458,713 cf
Plug -Flow detention time= 305.9 min calculated for 6.292 of (43% of inflow)
Center -of -Mass det. time= 206.1 min ( 941.7 - 735.6 )
Volume Invert Avail.Storage Storage Description
#1 188.00' 743,726 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
188.00
106,495
0 0
189.00
114,798
110,647 110,647
190.00
115,804
115,301 225,948
191.00
117,319
116,562 342,509
192.00
132,879
125,099 467,608
193.00
137,939
135,409 603,017
194.00
143,478
140,709 743,726
Device Routing
Invert
Outlet Devices
#1 Primary
188.00'
15.0" Round Culvert
L= 106.0' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 188.00' / 187.00' S= 0.0094 T Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1
188.00'
6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1
191.00'
60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=9.86 cfs @ 13.61 hrs HW=191.93' (Free Discharge)
L1=Culvert (Barrel Controls 9.86 cfs @ 8.04 fps)
�__3=Ori
2=Orifice/Grate (Passes < 1.81 cfs potential flow)
fice/Grate (Passes < 58.92 cfs potential flow)

SCM-West Pond Type // 24-hr Dunn 100 yr Rainfall=8.73"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 23
N
U
3
0
LL
Pond 3P: West Wetpond
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Inflow
❑ Primary

SCM-West Pond Type // 24-hr Dunn 100 yr Rainfall=8.73"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 4S: RUNOFF
Runoff = 160.93 cfs @ 12.12 hrs, Volume= 11.055 af, Depth> 4.70"
Routed to Reach 5R : ANALYSIS POINT
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 100 yr Rainfall=8.73"
Area (ac) CN Description
28.200 70 Woods, Good, HSG C
28.200 100.00% Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
12.9 1,940
1.0000
2.50
Shallow Concentrated Flow, Shallow Through Wetland
Forest w/Heavy Litter Kv= 2.5 fps
6.7 2,140
0.0115
5.31 42.49
Channel Flow, Creek
Area= 8.0 sf Perim= 8.0' r= 1.00'
n= 0.030 Earth, grassed & winding
19.6 4,080 Total
Subcatchment 4S: RUNOFF
Hydrograph
180-----------------------'-------------'------------'------------------------------------'------------------------------------'-------------------------'------------
170------,�------T!� ---- 160.93 cfs ------------- !------------!-----------
- - yp---24hr--
160
140 - -- Dunn- 00-yt- Rainfall
150 __�3
------------J ------
130 Runoff -Area 28.200
120 ' Runoff Vol'�� �.05�
------------ _ - , a f
110------------ ------------- ----------------------------------,'------------ ' ----'------------------
��,� ume-11 ����
100
----------------------'-----------' Runoff D pth>4.70"
3 90 Leth 4--0 Flow -Length -©
° 70 ------ --- ----- - - ------ ------
Tic=19 6 min
60
:70----
50
40
30
20
10
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

SCM-West Pond Type // 24-hr Dunn 100 yr Rainfall=8.73"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 25
Summary for Reach 5R: ANALYSIS POINT
Inflow Area = 51.500 ac, 42.72% Impervious, Inflow Depth > 4.05" for Dunn 100 yr event
Inflow = 170.82 cfs @ 12.12 hrs, Volume= 17.373 of
Outflow = 170.82 cfs @ 12.12 hrs, Volume= 17.373 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
1
1
1
1
1
1
1
1
m 1
u 1
3
0
LL
Reach 5R: ANALYSIS POINT
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Inflow
❑ Outflow

(4S
Pre
iS RUNO F
\� 3P
Post
South Wetpond
Subca Reach and Link
5R
ANALYSIS POINT

SCM-South Pond Type 1124-hr Dunn 001 yr Rainfall=3.05"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Pre
Runoff = 9.78 cfs @ 12.71 hrs, Volume= 1.641 af, Depth> 0.56"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 001 yr Rainfall=3.05"
Area (ac) CN Description
24.500 67 Row crops, straight row, Good, HSG A
10.800 70 Woods, Good, HSG C
35.300 68 Weighted Average
35.300 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
14.9
100
0.0150
0.11
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.70"
13.7
750
0.0170
0.91
Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
16.7
700
0.0050
0.70
3.50
Channel Flow, Ditch 1
Area= 5.0 sf Perim= 5.0' r= 1.00'
n= 0.150 Sheet flow over Short Grass
7.6
840
0.0350
1.85
11.12
Channel Flow, Ditch 2
Area= 6.0 sf Perim= 6.0' r= 1.00'
n= 0.150 Sheet flow over Short Grass
6.7
840
0.0050
2.10
12.61
Channel Flow, Ditch 3
Area= 6.0 sf Perim= 6.0' r= 1.00'
n= 0.050 Scattered brush, heavy weeds
59.6 3,230 Total

SCM-South Pond Type 1124-hr Dunn 001 yr Rainfall=3.05"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 3
Subcatchment 1S: Pre
Hydrograph
-------------------------------
9.78 cfs
Type--11- 24_
o �"
Mr------------
Dunn 001 yr Rainfall= 05"
9
$ Ru nof���� Are�a=36.300 ac'��� �� �� �� �� �� ��
------- --- Vo- u m�---------------- --- ---------------------------------------------------------------------------------------
nof� 7 Ru'=1.641 of������
-- +n off De p -- -- �- - - �- ------ ---- - ----- 0.56'- --- -
6 Ru - th> -- -
en �i__3-
_____-
W
--Te�5 - mrn---- ------ ---- - -
4 '
---- CN=6VpQ-::r ---------------- ---------------- 'r----------------- -'r------------ -'r-------------'r------------
3
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

SCM-South Pond Type 1124-hr Dunn 001 yr Rainfall=3.05"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: Post
Runoff = 221.80 cfs @ 12.01 hrs, Volume= 11.695 af, Depth> 1.98"
Routed to Pond 3P : South Wetpond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 001 yr Rainfall=3.05"
Area (ac) CN Description
63.000 98 Paved parking, HSG A
8.000 39 >75% Grass cover, Good, HSG A
71.000 91 Weighted Average
8.000 11.27% Pervious Area
63.000 88.73% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, Direct Entry
Subcatchment 2S: Post
Hydrograph
240 ___ 221.80
---------- cfs
W220 Type e II 24'-hr
--------------------------------
'
200:Dun 001 yrRai�nfal I--3.O5"
------ -
180 � � � � � � :Runoff Area=71 000': ac
------ --------Ru ------ -- -- - ---------------
160
nof# Volume-11'.69 of
- ------ ---------
uno >1.�
140 Runoff Depth 8"
---------- ,--------------------------------
120 T=1 Q.O 1Yl i n
------ - --------
CN#91
80
60
40
20
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

SCM-South Pond Type 11 24-hr Dunn 001 yr Rainfall=3.05"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 5
Summary for Pond 3P: South Wetpond
Inflow Area = 71.000 ac, 88.73% Impervious, Inflow Depth > 1.98" for Dunn 001 yr event
Inflow = 221.80 cfs @ 12.01 hrs, Volume= 11.695 of
Outflow = 0.82 cfs @ 20.00 hrs, Volume= 0.556 af, Atten= 100%, Lag= 479.3 min
Primary = 0.82 cfs @ 20.00 hrs, Volume= 0.556 of
Routed to Reach 5R : ANALYSIS POINT
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 178.02' @ 20.00 hrs Surf.Area= 131,516 sf Storage= 485,047 cf
Plug -Flow detention time= 417.6 min calculated for 0.556 of (5% of inflow)
Center -of -Mass det. time= 176.6 min ( 944.5 - 768.0 )
Volume Invert Avail.Storage Storage Description
#1 174.00' 1,451,496 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
174.00
105,028
0 0
174.50
113,324
54,588 54,588
175.00
115,843
57,292 111,880
180.00
141,816
644,148 756,027
184.00
163,611
610,854 1,366,881
184.50
174,848
84,615 1,451,496
Device Routing
Invert
Outlet Devices
#1 Primary
172.00'
30.0" Round Culvert
L= 110.0' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 172.00' / 170.00' S= 0.0182 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf
#2 Device 1
174.00'
4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1
180.00'
60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.82 cfs @ 20.00 hrs HW=178.02' (Free Discharge)
L1=Culvert (Passes 0.82 cfs of 62.13 cfs potential flow)
�__3=Ori
2=Orifice/Grate (Orifice Controls 0.82 cfs @ 9.45 fps)
fice/Grate ( Controls 0.00 cfs)

SCM-South Pond Type 1124-hr Dunn 001 yr Rainfall=3.05"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 6
Pond 3P: South Wetpond
Hydrograph
❑ Inflow
❑ Primary
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SCM-South Pond Type 1124-hr Dunn 001 yr Rainfall=3.05"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 4S: RUNOFF
Runoff = 5.73 cfs @ 12.03 hrs, Volume= 0.302 af, Depth> 0.66"
Routed to Reach 5R : ANALYSIS POINT
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 001 yr Rainfall=3.05"
Area (ac) CN Description
5.500 70 Woods, Good, HSG C
5.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, Direct
Subcatchment 4S: RUNOFF
Hydrograph
Type 11 24: hr
-- - Dunn IIII1---r Rai
- -- - .
Runoff Area=5,:500'ac
-----
-of�.� RunofV©tume=
4
Runoff Depth>0.66"
Tc=10.0 ntiin
CN=70
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

SCM-South Pond Type 1124-hr Dunn 001 yr Rainfall=3.05"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 8
Summary for Reach 5R: ANALYSIS POINT
Inflow Area = 76.500 ac, 82.35% Impervious, Inflow Depth > 0.13" for Dunn 001 yr event
Inflow = 6.29 cfs @ 12.03 hrs, Volume= 0.858 of
Outflow = 6.29 cfs @ 12.03 hrs, Volume= 0.858 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Reach 5R: ANALYSIS POINT
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
8 Inflow
❑ Outflow

SCM-South Pond Type // 24-hr Dunn 002 yr Rainfall=3.70"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 1S: Pre
Runoff = 16.85 cfs @ 12.67 hrs, Volume= 2.608 af, Depth> 0.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 002 yr Rainfall=3.70"
Area (ac) CN Description
24.500 67 Row crops, straight row, Good, HSG A
10.800 70 Woods, Good, HSG C
35.300 68 Weighted Average
35.300 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
14.9
100
0.0150
0.11
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.70"
13.7
750
0.0170
0.91
Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
16.7
700
0.0050
0.70
3.50
Channel Flow, Ditch 1
Area= 5.0 sf Perim= 5.0' r= 1.00'
n= 0.150 Sheet flow over Short Grass
7.6
840
0.0350
1.85
11.12
Channel Flow, Ditch 2
Area= 6.0 sf Perim= 6.0' r= 1.00'
n= 0.150 Sheet flow over Short Grass
6.7
840
0.0050
2.10
12.61
Channel Flow, Ditch 3
Area= 6.0 sf Perim= 6.0' r= 1.00'
n= 0.050 Scattered brush, heavy weeds
59.6 3,230 Total

SCM-South Pond Type // 24-hr Dunn 002 yr Rainfall=3.70"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 10
Subcatchment 1S: Pre
Hydrograph
❑ Runoff
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SCM-South Pond Type // 24-hr Dunn 002 yr Rainfall=3.70"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 2S: Post
Runoff = 282.41 cfs @ 12.01 hrs, Volume= 15.121 af, Depth> 2.56"
Routed to Pond 3P : South Wetpond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 002 yr Rainfall=3.70"
Area (ac) CN Description
63.000 98 Paved parking, HSG A
8.000 39 >75% Grass cover, Good, HSG A
71.000 91 Weighted Average
8.000 11.27% Pervious Area
63.000 88.73% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, Direct Entry
w
0
LL
Subcatchment 2S: Post
Hydrograph
300 -- 282.41 cfs
280— _e-
T-�/R 1.24,' hr-_-_
Durgin-002-yr-12ai'nfa11=310..
260
220 - - - - - �- --- - ._ =71- 000':, ac-
240
- - , ---- �, -----�-----��, ----�-----��, ---- ��, ---, ---- �,�Ru Hoff area
200 � Runoff Vol'um:=15�.121'��: of
180 ' R
------------ a noff -Depth>2.56"--
160 _
------- TC-1-0. ©--miff ----
140
------
120 y
g1 3
100
80
60
40
20
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

SCM-South Pond Type/1 24-hr Dunn 002 yr Rainfall=3.70"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 12
Summary for Pond 3P: South Wetpond
Inflow Area = 71.000 ac, 88.73% Impervious, Inflow Depth > 2.56" for Dunn 002 yr event
Inflow = 282.41 cfs @ 12.01 hrs, Volume= 15.121 of
Outflow = 0.93 cfs @ 20.00 hrs, Volume= 0.648 af, Atten= 100%, Lag= 479.4 min
Primary = 0.93 cfs @ 20.00 hrs, Volume= 0.648 of
Routed to Reach 5R : ANALYSIS POINT
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 179.10' @ 20.00 hrs Surf.Area= 137,130 sf Storage= 630,223 cf
Plug -Flow detention time= 450.6 min calculated for 0.648 of (4% of inflow)
Center -of -Mass det. time= 173.0 min ( 935.0 - 762.0 )
Volume Invert Avail.Storage Storage Description
#1 174.00' 1,451,496 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
174.00
105,028
0 0
174.50
113,324
54,588 54,588
175.00
115,843
57,292 111,880
180.00
141,816
644,148 756,027
184.00
163,611
610,854 1,366,881
184.50
174,848
84,615 1,451,496
Device Routing
Invert
Outlet Devices
#1 Primary
172.00'
30.0" Round Culvert
L= 110.0' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 172.00' / 170.00' S= 0.0182 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf
#2 Device 1
174.00'
4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1
180.00'
60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.93 cfs @ 20.00 hrs HW=179.10' (Free Discharge)
L1=Culvert (Passes 0.93 cfs of 67.94 cfs potential flow)
�__3=Ori
2=Orifice/Grate (Orifice Controls 0.93 cfs @ 10.69 fps)
fice/Grate ( Controls 0.00 cfs)

SCM-South Pond Type // 24-hr Dunn 002 yr Rainfall=3.70"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 13
Pond 3P: South Wetpond
Hydrograph
❑ Inflow
❑ Primary
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SCM-South Pond Type // 24-hr Dunn 002 yr Rainfall=3.70"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 4S: RUNOFF
Runoff = 9.14 cfs @ 12.03 hrs, Volume= 0.467 af, Depth> 1.02"
Routed to Reach 5R : ANALYSIS POINT
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 002 yr Rainfall=3.70"
Area (ac) CN Description
5.500 70 Woods, Good, HSG C
5.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, Direct
Subcatchment 4S: RUNOFF
Hydrograph
9.14 cfs
9
Type 1I 24: hr
---- - n 6 02-yr'- -- -,Dun Ra�nfall=.70"
r� iZ
=
r#
7off-Araa=5 500
Flu-nofF-Volume=0A6
----------- -- -- ---- - �pth--
R >1_.Q
Runoff D' 2"
6
s Tc=10.0 min
----- J------J------,
----- - CND-------
4 70
3
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

SCM-South Pond Type // 24-hr Dunn 002 yr Rainfall=3.70"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 15
Summary for Reach 5R: ANALYSIS POINT
Inflow Area = 76.500 ac, 82.35% Impervious, Inflow Depth > 0.17" for Dunn 002 yr event
Inflow = 9.78 cfs @ 12.03 hrs, Volume= 1.115 of
Outflow = 9.78 cfs @ 12.03 hrs, Volume= 1.115 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
fl
N
U
3
0
LL
Reach 5R: ANALYSIS POINT
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
8 Inflow
❑ Outflow

SCM-South Pond Type // 24-hr Dunn 010 yr Rainfall=5.58"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 1S: Pre
Runoff = 42.08 cfs @ 12.64 hrs, Volume= 6.038 af, Depth> 2.05"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 010 yr Rainfall=5.58"
Area (ac) CN Description
24.500 67 Row crops, straight row, Good, HSG A
10.800 70 Woods, Good, HSG C
35.300 68 Weighted Average
35.300 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
14.9
100
0.0150
0.11
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.70"
13.7
750
0.0170
0.91
Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
16.7
700
0.0050
0.70
3.50
Channel Flow, Ditch 1
Area= 5.0 sf Perim= 5.0' r= 1.00'
n= 0.150 Sheet flow over Short Grass
7.6
840
0.0350
1.85
11.12
Channel Flow, Ditch 2
Area= 6.0 sf Perim= 6.0' r= 1.00'
n= 0.150 Sheet flow over Short Grass
6.7
840
0.0050
2.10
12.61
Channel Flow, Ditch 3
Area= 6.0 sf Perim= 6.0' r= 1.00'
n= 0.050 Scattered brush, heavy weeds
59.6 3,230 Total

SCM-South Pond Type // 24-hr Dunn 010 yr Rainfall=5.58"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 17
w
3
0
LL
Subcatchment 1S: Pre
Hydrograph
------ ----- --------------- ------
--------------------- ---- 42.08 cfs---------
46 ------ ----- j------', -----------+,------',
44
42 '.--
Type it', 34=Mr--------'
40 .'� -- - ------ -
S-
Dt - 58
38 --
DU--Q9-©-- : r--R:rnfaII 5
------------- ------------
34
RU-no#f Area=35.3G - ac---------------------------------------------------'';------------
---------
30 R� -V-o� -------------'r------------
+70#� h��6-Q38-a#---- '� �'
RU De nCC�.
--- --
26 ' :'�-- p
M28
24 - -F a -nth) a7 230 -- -------------
22 y + +
20 ---- -59 6-mi:
18
c� n
C14 N V8-' 16 _-------------
12---------- i
10---------- ------ -'r- ------ -'-----------'----- -
8
6 --- -
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

SCM-South Pond Type // 24-hr Dunn 010 yr Rainfall=5.58"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 2S: Post
Runoff = 456.52 cfs @ 12.01 hrs, Volume= 25.201 af, Depth> 4.26"
Routed to Pond 3P : South Wetpond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 010 yr Rainfall=5.58"
Area (ac) CN Description
63.000 98 Paved parking, HSG A
8.000 39 >75% Grass cover, Good, HSG A
71.000 91 Weighted Average
8.000 11.27% Pervious Area
63.000 88.73% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, Direct Entry
Subcatchment 2S: Post
Hydrograph
500
456.52 cfs
- --- --
450
e
' Typ I1 24 hr
-�6urn DSO-yr-Rai',--
400
- na11=�:8,•--
Runoff -Area=71-�000'
350
----------Runoff-Vol: m : =25'.201-of----
Runoff D' h .2s
30o eptii>4 �•
250 Tc=1 0. 0 m i n
--------
CND
zoo: ---- - ------ ------ -----------, ----- ----- ---- ---- ----- -- 91
150
100
50
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

SCM-South Pond Type/1 24-hr Dunn 010 yr Rainfall=5.58"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 19
Summary for Pond 3P: South Wetpond
Inflow Area = 71.000 ac, 88.73% Impervious, Inflow Depth > 4.26" for Dunn 010 yr event
Inflow = 456.52 cfs @ 12.01 hrs, Volume= 25.201 of
Outflow = 19.48 cfs @ 13.53 hrs, Volume= 7.258 af, Atten= 96%, Lag= 91.1 min
Primary = 19.48 cfs @ 13.53 hrs, Volume= 7.258 of
Routed to Reach 5R : ANALYSIS POINT
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 180.43' @ 13.53 hrs Surf.Area= 144,152 sf Storage= 817,320 cf
Plug -Flow detention time= 296.9 min calculated for 7.255 of (29% of inflow)
Center -of -Mass det. time= 177.7 min ( 929.3 - 751.6 )
Volume Invert Avail.Storage Storage Description
#1 174.00' 1,451,496 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
174.00
105,028
0 0
174.50
113,324
54,588 54,588
175.00
115,843
57,292 111,880
180.00
141,816
644,148 756,027
184.00
163,611
610,854 1,366,881
184.50
174,848
84,615 1,451,496
Device Routing
Invert
Outlet Devices
#1 Primary
172.00'
30.0" Round Culvert
L= 110.0' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 172.00' / 170.00' S= 0.0182 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf
#2 Device 1
174.00'
4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1
180.00'
60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=19.40 cfs @ 13.53 hrs HW=180.43' (Free Discharge)
L1=Culvert (Passes 19.40 cfs of 74.47 cfs potential flow)
�__3=Ori
2=Orifice/Grate (Orifice Controls 1.05 cfs @ 12.05 fps)
fice/Grate (Weir Controls 18.35 cfs @ 2.14 fps)

SCM-South Pond Type // 24-hr Dunn 010 yr Rainfall=5.58"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 20
Pond 3P: South Wetpond
Hydrograph
❑ Inflow
❑ Primary
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SCM-South Pond Type // 24-hr Dunn 010 yr Rainfall=5.58"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 4S: RUNOFF
Runoff = 20.60 cfs @ 12.02 hrs, Volume= 1.037 af, Depth> 2.26"
Routed to Reach 5R : ANALYSIS POINT
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 010 yr Rainfall=5.58"
Area (ac) CN Description
5.500 70 Woods, Good, HSG C
5.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, Direct
w
0
M
Subcatchment 4S: RUNOFF
Hydrograph
23-------------'r------------------------------r------------- S------------ 5-------------'r------------
22 - - - ----- 20.60 cfs ---'
--------------------------------------------------------------------!------e---`----------'',------------
------------ ------------------ Type 1 I-24-hr----
21
20 ' , -
- QU1111_0_� 1'
-------------- Y :--
19 ------ -
aPO
17
- Ruino#f-Arda=5,500c
-----------
a16 ------ ------ ------ �'� ------ �'� --- ----- + ----- �'� ------ -------------+-- - -------+ ----
15 ---
---------Ru-no: ff- VQtu :'ie= . 037--af ---
14 p
13 ' . - - - - - - ----- un ff13ik>2.s
12------------------------------------------------------------------------------- --------------------------------------------------------------------------- L----------------------
11 ---------- TG=40.0I11FR
10---------------------------------------------- ----------------------------------------------------- nn
9
8 ------ i------ --- ------ i------ �'� ------ - - --- ----
7
6 ' : - --- -
5
4 - -
3 ". --- ------ -'r- --- r
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

SCM-South Pond Type // 24-hr Dunn 010 yr Rainfall=5.58"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 22
Summary for Reach 5R: ANALYSIS POINT
Inflow Area = 76.500 ac, 82.35% Impervious, Inflow Depth > 1.30" for Dunn 010 yr event
Inflow = 21.44 cfs @ 12.02 hrs, Volume= 8.295 of
Outflow = 21.44 cfs @ 12.02 hrs, Volume= 8.295 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Reach 5R: ANALYSIS POINT
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Inflow
❑ Outflow

SCM-South Pond Type // 24-hr Dunn 100 yr Rainfall=8.73"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 1S: Pre
Runoff = 91.77 cfs @ 12.63 hrs, Volume= 12.951 af, Depth> 4.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 100 yr Rainfall=8.73"
Area (ac) CN Description
24.500 67 Row crops, straight row, Good, HSG A
10.800 70 Woods, Good, HSG C
35.300 68 Weighted Average
35.300 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
14.9
100
0.0150
0.11
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.70"
13.7
750
0.0170
0.91
Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
16.7
700
0.0050
0.70
3.50
Channel Flow, Ditch 1
Area= 5.0 sf Perim= 5.0' r= 1.00'
n= 0.150 Sheet flow over Short Grass
7.6
840
0.0350
1.85
11.12
Channel Flow, Ditch 2
Area= 6.0 sf Perim= 6.0' r= 1.00'
n= 0.150 Sheet flow over Short Grass
6.7
840
0.0050
2.10
12.61
Channel Flow, Ditch 3
Area= 6.0 sf Perim= 6.0' r= 1.00'
n= 0.050 Scattered brush, heavy weeds
59.6 3,230 Total

SCM-South Pond Type // 24-hr Dunn 100 yr Rainfall=8.73"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 24
Subcatchment 1S: Pre
Hydrograph
❑ Runoff
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SCM-South Pond Type // 24-hr Dunn 100 yr Rainfall=8.73"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 2S: Post
Runoff = 743.91 cfs @ 12.01 hrs, Volume= 42.218 af, Depth> 7.14"
Routed to Pond 3P : South Wetpond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 100 yr Rainfall=8.73"
Area (ac) CN Description
63.000 98 Paved parking, HSG A
8.000 39 >75% Grass cover, Good, HSG A
71.000 91 Weighted Average
8.000 11.27% Pervious Area
63.000 88.73% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, Direct Entry
w
u.
0
LL
Subcatchment 2S: Post
Hydrograph
800 - 743.91 cfs -
750 - - e-'11-24:
700 "
------ n 100 r Rai'
- - - - -
6so ----, ---- ---, D u ',n,.--
- - --------------
600 -- Runoff
-Area=71-000-ac----
550 ' Runoff wile=42
--- --- -Volume: �.2$
500
-- - - -
450
uno epfl>7.j4"
400 Tc=1 0,0_rrin
-- - �- -
350
-'----- - ----- �'� ----- - ----- �', -9
300
250
200
150
100
50
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

SCM-South Pond Type/1 24-hr Dunn 100 yr Rainfall=8.73"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 26
Summary for Pond 3P: South Wetpond
Inflow Area = 71.000 ac, 88.73% Impervious, Inflow Depth > 7.14" for Dunn 100 yr event
Inflow = 743.91 cfs @ 12.01 hrs, Volume= 42.218 of
Outflow = 84.74 cfs @ 12.44 hrs, Volume= 24.035 af, Atten= 89%, Lag= 26.2 min
Primary = 84.74 cfs @ 12.44 hrs, Volume= 24.035 of
Routed to Reach 5R : ANALYSIS POINT
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 182.77' @ 12.44 hrs Surf.Area= 156,887 sf Storage= 1,169,127 cf
Plug -Flow detention time= 189.5 min calculated for 23.947 of (57% of inflow)
Center -of -Mass det. time= 112.7 min ( 855.9 - 743.2 )
Volume Invert Avail.Storage Storage Description
#1 174.00' 1,451,496 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
174.00
105,028
0 0
174.50
113,324
54,588 54,588
175.00
115,843
57,292 111,880
180.00
141,816
644,148 756,027
184.00
163,611
610,854 1,366,881
184.50
174,848
84,615 1,451,496
Device Routing
Invert
Outlet Devices
#1 Primary
172.00'
30.0" Round Culvert
L= 110.0' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 172.00' / 170.00' S= 0.0182 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf
#2 Device 1
174.00'
4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1
180.00'
60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=84.74 cfs @ 12.44 hrs HW=182.77' (Free Discharge)
L1=Culvert (Barrel Controls 84.74 cfs @ 17.26 fps)
�__3=Ori
2=Orifice/Grate (Passes < 1.23 cfs potential flow)
fice/Grate (Passes < 200.18 cfs potential flow)

SCM-South Pond Type // 24-hr Dunn 100 yr Rainfall=8.73"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 27
Pond 3P: South Wetpond
Hydrograph
1 Inflow
❑ Primary
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SCM-South Pond Type // 24-hr Dunn 100 yr Rainfall=8.73"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 4S: RUNOFF
Runoff = 42.23 cfs @ 12.01 hrs, Volume= 2.163 af, Depth> 4.72"
Routed to Reach 5R : ANALYSIS POINT
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Dunn 100 yr Rainfall=8.73"
Area (ac) CN Description
5.500 70 Woods, Good, HSG C
5.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, Direct
Subcatchment 4S: RUNOFF
Hydrograph
--------- -------------------------------------- ------------- '-
------------------ 42.23 cfs------!-----------------------' -------------------------
46
44 'r
4z--------Type--1t-3A_h ---- . r
40
'
8.38 Du'n10 yrRain#II_
,.
36 -------------------------------- - --------------
34 --- ------ Runof-Area-i0;'aC '-------
'---------- ---- --- - --------- - --------'r-------
. --------------------------'lu n©#Volume-2163 a#
z8
,
- - - ---. - -
26 - ------------ Runoff De
"
-----------, -----
-------------------
22 '-''�--------- -''� ��
-'�, �_niln--
20*T --'
',I
18
16------------------------------�'�------�'�- -
12 ' : -- ------ ------ 'r---------- ------ -- -----r-----------
10 .
8------------
6J ---------- ------ r--------- -'r------------ -'r
4'
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

SCM-South Pond Type // 24-hr Dunn 100 yr Rainfall=8.73"
Prepared by Capital Civil Engineering Printed 3/1/2023
HydroCADO 10.20-2g s/n 07239 © 2022 HydroCAD Software Solutions LLC Page 29
Summary for Reach 5R: ANALYSIS POINT
Inflow Area = 76.500 ac, 82.35% Impervious, Inflow Depth > 4.11" for Dunn 100 yr event
Inflow = 122.07 cfs @ 12.07 hrs, Volume= 26.199 of
Outflow = 122.07 cfs @ 12.07 hrs, Volume= 26.199 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Reach 5R: ANALYSIS POINT
Hydrograph
■ Inflow
❑ Outflow
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

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
September 14, 2022

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
LnB—Lillington very gravelly sandy loam, 2 to 8 percent slopes ................
14
NoA—Norfolk loamy sand, 0 to 2 percent slopes........................................15
NoB—Norfolk loamy sand, 2 to 6 percent slopes........................................16
NoC—Norfolk loamy sand, 6 to 10 percent slopes .....................................
18
Pd—Pits-Dumps complex...........................................................................
19
Ra—Rains sandy loam, 0 to 2 percent slopes ............................................
19
Ro—Roanoke loam, occasionally flooded...................................................21
References............................................................................................................
23

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.

Custom Soil Resource Report
v
Soil Map
v
719900
720000 720100 720II200 720300 720400 720500 720000
720700 720800
I
I I I
35° 18' 51" N
s S �-
35° 18' 51" N
r°3
b
o_
1
sP `
}Q8
' 9� t• .
p
-
C5
— Soil
35° 18' 8" N
0
MaN may not he vabi`at this scale.
` I
35° 18' 8" N
719900
720000 720100 720200 720300 720400 720500 720000
720700 720800
-
Map Scale: 1:6,400 if printed on A portrait (8.5" x 11") sheet.
v
Meters
N
0 50 100 200 300
Feet
0 300 600 1200 1800
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM 7_a3e 17N WGS84
9

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
�i
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
E F
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 19, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 24, 2022—May
9, 2022
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
17.1
12.7%
LnB
Lillington very gravelly sandy
loam, 2 to 8 percent slopes
5.8
4.3%
NoA
Norfolk loamy sand, 0 to 2
percent slopes
40.5
30.1 %
NoB
Norfolk loamy sand, 2 to 6
percent slopes
47.3
35.2%
NoC
Norfolk loamy sand, 6 to 10
percent slopes
0.0
0.0%
Pd
Pits -Dumps complex
6.3
4.7%
Ra
Rains sandy loam, 0 to 2
percent slopes
15.7
11.7%
Ro
Roanoke loam, occasionally
flooded
1.7
1.3%
Totals for Area of Interest
134.6
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
11

Custom Soil Resource Report
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
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 supply, 0 to 60 inches: 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: NoneFrequent
Frequency of ponding: Frequent
Available water supply, 0 to 60 inches: 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
LnB—Lillington very gravelly sandy loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 3spp
Elevation: 160 to 660 feet
Mean annual precipitation: 38 to 52 inches
Mean annual air temperature: 61 to 70 degrees F
Frost -free period: 210 to 245 days
Farmland classification: Not prime farmland
Map Unit Composition
Lillington and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Lillington
Setting
Landform: Stream terraces on low hills
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Old sandy and gravelly alluvium
Typical profile
Ap - 0 to 6 inches: very gravelly sandy loam
E - 6 to 16 inches: very gravelly sandy loam
14

Custom Soil Resource Report
Bt - 16 to 44 inches: very gravelly sandy clay loam
BC - 44 to 66 inches: extremely gravelly sandy loam
C - 66 to 80 inches: very gravelly sandy loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 5.95 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low (about 4.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3s
Hydrologic Soil Group: A
Hydric soil rating: No
NoA—Norfolk loamy sand, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol. 2v75w
Elevation: 10 to 330 feet
Mean annual precipitation: 40 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
15

Custom Soil Resource Report
Properties and qualities
Slope: 0 to 2 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 supply, 0 to 60 inches: Moderate (about 6.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 1
Hydrologic Soil Group: A
Hydric soil rating: No
Minor Components
Goldsboro
Percent of map unit. 9 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
Wagram
Percent of map unit. 8 percent
Landform: Broad interstream divides on marine terraces, ridges on marine
terraces
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Crest, talf
Down -slope shape: Convex
Across -slope shape: Convex
Hydric soil rating: No
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
it.

Custom Soil Resource Report
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 supply, 0 to 60 inches: 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
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

Custom Soil Resource Report
NoC—Norfolk loamy sand, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3sg2
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: Farmland of statewide importance
Map Unit Composition
Norfolk and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Norfolk
Setting
Landform: Broad interstream divides on marine terraces, ridges on marine
terraces
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Loamy marine deposits
Typical profile
Ap - 0 to 9 inches: loamy sand
E - 9 to 14 inches: loamy sand
Bt - 14 to 70 inches: sandy clay loam
C - 70 to 100 inches: sandy clay loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
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 supply, 0 to 60 inches: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: A
Hydric soil rating: No
18

Custom Soil Resource Report
Pd—Pits-Dumps complex
Map Unit Composition
Pits: 50 percent
Dumps: 30 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Pits
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8s
Hydric soil rating: No
Description of Dumps
Setting
Parent material: Loamy mine spoil or earthy fill
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8s
Hydric soil rating: No
Ra—Rains sandy loam, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol: 2v760
Elevation: 30 to 330 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 200 to 280 days
Farmland classification: Prime farmland if drained
Map Unit Composition
Rains, undrained, and similar soils: 58 percent
Rains, drained, and similar soils: 24 percent
Minor components: 18 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Rains, Undrained
Setting
Landform: Carolina bays on marine terraces, broad interstream divides on marine
terraces, flats on marine terraces
Landform position (three-dimensional): Dip, talf
Down -slope shape: Linear
19

Custom Soil Resource Report
Across -slope shape: Linear
Parent material: Loamy marine deposits
Typical profile
A - 0 to 6 inches: sandy loam
Eg - 6 to 12 inches: sandy loam
Btg - 12 to 65 inches: sandy clay loam
BCg - 65 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.20 to 1.98 in/hr)
Depth to water table: About 0 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: A/D
Hydric soil rating: Yes
Description of Rains, Drained
Setting
Landform: Carolina bays on marine terraces, broad interstream divides on marine
terraces, flats on marine terraces
Landform position (three-dimensional): Dip, talf
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Loamy marine deposits
Typical profile
Ap - 0 to 6 inches: sandy loam
Eg - 6 to 12 inches: sandy loam
Btg - 12 to 65 inches: sandy clay loam
BCg - 65 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.20 to 1.98 in/hr)
Depth to water table: About 12 to 36 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: B
Hydric soil rating: Yes
20

Custom Soil Resource Report
Minor Components
Lynchburg
Percent of map unit: 10 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
Pantego, undrained
Percent of map unit: 8 percent
Landform: Stream terraces, flats, broad interstream divides
Landform position (three-dimensional): Tread, talf
Down -slope shape: Linear
Across -slope shape: Concave
Hydric soil rating: Yes
Ro—Roanoke loam, occasionally flooded
Map Unit Setting
National map unit symbol: 3sgf
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: Farmland of statewide importance
Map Unit Composition
Roanoke, undrained, and similar soils: 85 percent
Roanoke, drained, and similar soils: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Roanoke, Undrained
Setting
Landform: Depressions on stream terraces, backswamps on stream terraces
Landform position (three-dimensional): Flat
Down -slope shape: Concave
Across -slope shape: Linear
Parent material: Old clayey alluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 7 inches: loam
BAg - 7 to 10 inches: loam
Btg - 10 to 43 inches: clay
BCg - 43 to 52 inches: clay
Cg - 52 to 80 inches: gravelly sandy clay loam
21

Custom Soil Resource Report
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): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: NoneOccasional
Frequency of ponding: Rare
Available water supply, 0 to 60 inches: Moderate (about 8.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: C/D
Hydric soil rating: Yes
Description of Roanoke, Drained
Setting
Landform: Depressions on stream terraces, backswamps on stream terraces
Landform position (three-dimensional): Flat
Down -slope shape: Concave
Across -slope shape: Linear
Parent material: Old clayey alluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 7 inches: loam
BAg - 7 to 10 inches: loam
Btg - 10 to 43 inches: clay
BCg - 43 to 52 inches: clay
Cg - 52 to 80 inches: gravelly sandy clay loam
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): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: OccasionalNone
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: C/D
Hydric soil rating: Yes
22

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
23

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
24

2120000 FEET 2130000 FEET
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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 DESCRIPTIONS AND INDEX MAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMATAT
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 OF
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
BM5510 ® National Geodetic Survey bench mark
BM5510<81 Contractor Est. NCFMP Survey bench mark
0�1•$-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 = 500 feet 1:6,000
0 250 500
0 75 150
PANEL LO CATO R
1,000
IIII� Feet
Meters
300
/
CHATHAM COUNTY
1 0626
_ \ F0760 0624
LEE COUNTY
9548
WAKECOUNTY
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 1 9586 1 0506 1 0526 1 0546 1 0566
9564 1 9584 1 0504 1 0524
HOKECOUNTY
CUMBERLAND COUNTY
1506 11— , H 1546
15044 1524
z
7 SAMPSON COUNTY
i
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NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONAL FLOOD INSURANCE PROGRAM
cc FLOOD INSURANCE RATE MAP
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PANEL 1526 x
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HARNETT COUNTY 370328 1526 K
SAMPSON COUNTY 370220 1526 K
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MAP NUMBER
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MAP REVISED
01/05/07

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Produced by the United States Geological Surveys SCALE 1 :24 000 ROAD CLASSIFICATION
North American Datum of 1983 (NAD83) Expressway Local Connector rn
World Geodetic System of 1984 (WGS84). Projection and N 1 0.5 ❑ KILOMETERS 1 2 N6RT�-I p
1 000-meter grid:Universal Transverse Mercator, Zone 17S CAROL1kA Secondary Hwy Local Road
m r
This map is not a legal document. Boundaries may he 9'17• 1000 500 0 METERS 1000 2000 166 MILS 1 0.5 0 1 Ramp 4WD
generalized for this map state. Private lands within government 7.25- n Y
reservations may not be shown. Obtain permission before 25 MILS MILES Interstate Route US Route 0 State Route
entering private lands. 1000 0 1D00 Z000 3D00 4D00 5000 6000 7009 8000 9000 10000 QUADRANGLE LOCATOR � X
Imagery .... ................................................. NAIP, May 2016 - November 2016 FEET N
Roads ......................................... U.S. Census Bureau, 2016 UTM GRID AND 2019 MAGNETIC NORTH C7
Names .... .......... ............... ...................... ......................... GNIS, 1980 - 2018 1 Coats
DECLINATION AT CENTER OF SHEET � VJ
Hydrography...............................National Hydrography Dataset, 1899 - 2018 CONTOUR INTERVAL 10 FEET 1 2 3 2 Benson
Contours............................................National Elevation Dataset, 2008 3 Four Oaks
us. National Grid NORTH AMERICAN VERTICAL DATUM OF 1988
Boundaries ..............Multiple sources; see metadata file 2017 - 2018 100,000- m square ID 4 5 4 Erwin J, _
5 Peacocks Crossroads
Wetlands.................FINS National Wetlands Inventory 1993 This map was produced to conform with the 6 Wade W
QV National Geospatial Program US Topo Product Standard, 2011. 6 ] g 7 hM1ingo LU
A meta data file associated with this product is draft version 0.6.18 NC
8 Timothy DUNN, N
Grid Zone Demgnation ADJOINING QUADRANGLES Z Z
t,s 2019